The URL can be used to link to this page

Home My WebLink AboutIII. Tab 2. Traffic Impact Analysis12/199/2007 39:98 30054444906 DAVID PLUMMERANDASSO FRCS E CQ R S ET We PL 11 ER & ASSOCIATES, C.. TRANSPORTATION* * CIVIL STRUCTURAL * ENVIRONMENTAL 1758 PONCE DE LEON BOULEVARD = CORAL GABLES - FLORIDA 33134 PHONE; (305) 447.09$0 FAX; (345)444-4306 FROM: S> NUMBER OF PAGES BEING SENT, INCLUDING THIS ONE PAGE 01 3E54444906 D VI PLLIMMERANDAS RAGE 02 vin r b 1 s 007 Ms. E_ilie L Medina, AICP Assistant Transportation CoordinatOr City of Miami, Office of the City Mannerfirafsportaliuf 444 SW ed Avenue (10e Floor) Miami, Florida 33130 ReGrove tiatsi Sufficl•noy tenor — Review • 188 Dear Fps. Medina: Subsequent to our December 11, 2007 review cam' errts for the subject project, we have received e-mail responses from David Plummet and Ass • r teal Inc. (DPA) dated December 17, 2007. Photocopy of DFA responses are attached herewi At this time, we conclude that the traffic impact r-., i.ft meets all the traffic requlreme a end the study is found to be sufficient. Should you have any questions, please *ail Ms. Q -,` SD Soon or me et 9%4.,.739.18810 Via Faxes Malt Sincerely, rn Alfaciwnvnt UkSS C9riZinrO R LBkestlorie Conn:441t 53.0G .IW 56d ammo. Blahs tie i�ort 1 eudardal4, Ft. 9.837r Tani: i054.7$948133, 7ix; 5104.739.17a9 • Mt:,irl pni P- Mann*rr Cityot Mani Planning pa,n 3O410, ice) bte - ,, . • „ ft, PE (DPA) `Rix .. 306.444. ) a w—� "' i+t, L .• TABLE OF CONTENTS Page, List of Exhibits ...................... .................... ......... ................. ................ ...... .o.,.......... ....,........... ........ ii EXECUTIVESUMMARY ............ ............. ............................. .................................... .................1 1.0 INTRODUCTION 2 1.1 Study Area 2 1.2 Study Objective 2 2,0 EXISTING TRAFFIC CONDITIONS 4 2.1 Data Collection 4 2.1.1 Roadway Characteristics 4 2.1.2 Traffic Counts 5 2.1.3 Intersection Data 5 Corridor Capacity Analysis 8 2.3 Intersection Capacity Analysis 12 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 14 4.3.1 Project Trip Generation 14 4.3.2 Project Trip Assignment 17 4.4 Future Corridor Capacity Analysis 19 4.5 Future Intersection Capacity Analysis 19 4.6 Site Access 19 5.0 CONCLUSIONS Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Approved Transportation Methodology & Site Plan Traffic Counts, FDOT Adjustment Factors & Signal Timing FDOT's Quality/LOS Handbook — Generalized Tables Downtown Miami DRI Increment II Transit Ridership Intersection Capacity Analysis Worksheets Committed Development Information 24 Page i • (.trove 3�Sif; e ,W.' » e P"idt i Exhibit 1 Location Map3 2 Existing PM Peak Traffic Volumes 6 3 isting Lane Configurations 7 4 Existing Corridor and Transit Conditions 9 Person -trip Volume and Capacity — Existing Conditions Matrix 11 6 Existing Intersection Capacity Analysis Results 12 7 Future without Project PM Peak Traffic Volumes 15 8 Project Trip Generation Summary 16 9 Cardinal Distribution 17 10 PM Peak Project Trip Assignment 18 11 Person -trip Volume and Capacity — Future Conditions Matrix 20 12 PM Peak Project Trips 21 13 Future with project PM Peak Vehicular Volumes 22 14 Future Intersection Capacity Analysis 23 LIST OF EXHIBITS Page Pagel • ()''!7i'e' EXECUTIVE SUMMARY The proposed project will be located in Coconut Grove, Florida. The parcel is currently vacant. EFC Holdings is proposing a residential development of 12 single family dwelling units. Vehicular access to the project will be provided on Douglas Road via a two-way driveway for the roadway providing access to each lot. The subject site is located outside the limits 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 • 1 mt )NTRODUCTIO Theproposed project will be located in Coconut Grove, Florida (see Exhibit 1). The parcel is currently vacant. EEC Holdings is proposing a residential development of 12 single family dwelling units. Vehicular access to the project will be provided on Douglas Road via a two-way driveway for the roadway providing access to each lot (see Attachment A). The subject site is located outside the limits 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 Grand Avenue to the North, Sunset Drive to the South, Biscayne Bay to the East, and SW 42 Avenue to the West. Corridor capacity analysis was performed for Douglas Road, Main Highway, Ingraham Highway and Hardee Road. Intersection capacity analysis was performed for the following intersections: ® Douglas Road / Poinciana Avenue • Douglas Road / Main Highway (Signalized) • Ingraham Hwy / Hardee Road ▪ LeJeune Road / Poinciana Avenue 1.2 Study Objective The objective of this traffic study is to assess possible PM peak hour impacts on the project area corridors using the person -trip corridor capacity method. This method is designed to meet the challenges posed by Florida's growth management laws: to promote compact urban development, discourage suburban sprawl and improve urban mobility. The method is consistent with the City's Comprehensive Plan and promotes improved transportation efficiency through increased private vehicle occupancies, thus making mass transit a full partner in the urban transportation system. Page 2 . ; ; i• 1 . 1 i : . , . 1-------- . -- , 1 1 •• - /.,-. , ,,,-----/ ..-7 , ..] , 1 [---- , , 1 , ,; ,,, ‘) • 1 I 1 i i' • ; 1 GRANDAVE „,„ C-7-7-1-r 1 i I ---41 : i 1 11 : I PROJECT: GROVE ESTATES MUSP 0 PROJECT SITE 0 0 LOCATION MAP 00-11BIT No. Page 3 „it • . 3tfr�3a 2.0 EXISTING TRAFFIC CONDITIONS 2.1 Data Collection Data colection for this study included roadway characteristics, intersection data, intersection volumes, and signal tinning, The data collection effort is described in detail in the following sections. 2.1.1 Roadway Characteristics Douglas Road (SW 37 Avenue) Douglas Road (SW 37 Avenue) is a county minor arterial which provides north/south access throughout Miami Dade County. However, within the study area Douglas Road is a two-lane, two-way, undivided county collector. On -street parking is not permitted within the study limits. The posted speed limit is 30 mph. Main Highway Main Highway within the study area is a two-lane, two-way, undivided roadway which travels northeast/southwest from Grand Avenue to Douglas Road. On -street parking is not peiidiitted and the posted speed limit is 30 mph. Main Highway falls within the jurisdiction of the City of Miami. Ingraham Highway Ingraham Highway is a two-lane, two-way, undivided county minor arterial which travels northeast/southwest from Douglas Road to LeJeune .Road. On -street parking is not permitted and there is no posted speed limit within the study area. Hardee Avenue Hardee Avenue is a two-lane, two-way, undivided residential street which travels east/west from Ingraham Highway to just east of US-1. On -street parking is permitted within the study area; there is no posted speed limit. Hardee Avenue falls within the jurisdiction of the city of Coral Gables. Page 4 • • a,tt"tftt'L'kff ce Sdt� 2.1,2 Traffic Counts Consistent with the methodology submitted to and approved by the City, peakperiod vehicle turning movement counts and 24-hour directional counts were collected at the intersections and segrne-gets under study. Seasonal adjustment factors were obtained from the Florida Department of "transportation (mO".t)_ Traffic counts are included in Appendix B. Exhibit 2 shows the adjusted 2007 PM peak season, peak hour period traffic volumes at the study intersections, 2.13 Intersection Data A field survey was conducted to determine the lane configurations for the roadways and intersections under study. Existing signal timing data was obtained from Miami -Dade County for the analyzed intersection. Signal information is included in Appendix 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 5 4 .-- 3 PROJECT: 17 86 — 45 4.0 1- POINCIANA BLVD HARDEE AVE GROVE ESTATES 5 14 1� 16 -7 1© 24 3 tO 15) EXISTING PM PEAK MUSP TRAFFIC VOLUMES E -IIBrT No. Page 6 LEJEUNE RC POINCIANA BLVD N J. S. (NEU: GROVE ESTATES MUSP EXISTING LANE CONFIGURATIONS EXHIBIT No, Page 7 • E t- 3s't' i',5lCite.5' Air !SP 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 (bus and fixed rail) ridership and capacity were obtained from Increment It of the Downtown Miami Area -wide DRI. An analysis of existing vehicle roadway and transit conditions is shown in Exhibit 4, supporting infoiivation 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. Bus and fixed rail capacity for each corridor was determined based on the number of transit vehicles per hour and the person -trip capacity of each transit vehicle. This information was obtained directly from Increment 11 of the Downtown Miami Area -wide DRI. Page 8 • • Corridor From DOUGLAS ROAD GRAN© AVENUE PONCIANA AVENUE MAIN HIGHWAY GRAND AVENUE INGRAHAM HIGHWAY DOUGLAS ROAD HA1DEE AVENUE DOUGLAS ROAD To PONCIANA AVEENUE INGRAHAM HIGHWAY DOUGLAS ROAi] LEJEUNE ROAD LEJEUNE ROAC Dir NB SE NB S8 NEB SWB NES SWB EB WB Existing Lanes 1 LU 1 LU 1 LU 1 LU LU LU U 1 LU 1 LU Exhibit 4 Existing Corridor and Transit Conditions Roadway Conditions (vehicles) Count Source/ Period Raw PM Peak Period Volume Peak Season Factor PM Peak Pero Volume 0ir Max Service Volume [11 Total Bus Ridership [21 Bus Capacity [21 Transit Conditions (persons) Total Motorail Ridership [21 Motorail Capacity DPA • PM 422 1.00 422 850 2 95 0 0 DPA - P M 705 1.00 705 856 3 95 0 0 DPA - PM 663 1.00 663 850 2 35 0 0 DPA - PM 1052 1.00 1052 850 3 95 0 0 DPA - PM 564 1.00 564 810 0 0 0 DPA - PM 860 1.00 860 810 0 0 © 0 DPA - PM 628 1,00 628 810 2 95 0 0 DPA - PM 372 1 00 372 810 3 95 0 0 DPA - PM 34 100 34 810 0 0 0 0 DPA - PM 268 1.00 268 810 0 0 0 Notes: (11 Peak Hour Directional Maximum Service Volumes are obtained from FDOT's OualityfLevei of Service Handbook [2,j Transit information obtained from Miami Dade Transit Authority Total M6VOm0Ver Ridership (21 a 0 0 0 0 U Mefromover Capacity [2) Transit Ridership (?)T_ Transit Capacity i21 (,i 2 95 O 3 95 i7 © 3 95 u 0 L 3 2 95 0 3 95 O 0 0 O © 0 • G;...., .M°. SP 7 available Person `rip Capacity The available person -trip capacity for each corridor is shown in Exhibit 5 based on the tollowing: -Person-trip capacity — Person -trip volume = Available Person -trip capacity, A general level of sen'ice 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, the northbound Douglas Road segment from Poinciana Avenue to Ingraham Highway currently operates below the acceptable "person -trip" level of service standards. All of the remaining study corridors operate within the "person -trip" level of service standards. Page 10 Exhibit 5 Person -Trip Volume and Capacity Existing Conditions Matrix Corridor From To Roadway Mode Transit Mode Segment Total Dir (a) Roadway Vehicular' Capacity (b) Pers-Trip Capacity @PPV=1.6 e ` 1.8 (c) Roadway Vehicular Volume (d) Pers-Trip Volume rPPV=1.4 c *1.4 (e) Excess Pers-Trip Capacity b - d) (f) Total Pers-Trip Capacity (9) Total Per's-Trip Volume (h Pers=flip Excess Capacity f- (i) Segmeni Pers-Trip Capacity ba ( Q) Segment Pers-Trip Volume d+ (k) Pers-Trip Excess Capacity i (f) Segment Person Trip v/c '1 LOS Ill PI PI 1.41 I51 !6! t71 DOUGLAS ROAD GRAND AVENUE PONCIANA AVENUE NB 850 1360 422 591 769 95 2 93 1455 593 862 0.41 C 58 650 1360 705 987 373 95 3 92 1455 990 465 (1.68 D PONCIANA AVENUE INGRAHAM HIGHWAY N8 850 1360 663 928 432 95 2 93 1455 930 525 0.64 D 58 850 1360 1052 1473 -113 95 3 92 1455 1476 -21 1.01 F MAIN HIGHWAY GRAND AVENUE DOUGLAS ROAD NEB 810 1296 564 790 506 0 0 0 1296 790 506 0.61 L1 SWB 810 1296 860 1204 92 0 0 0 1296 1204 92 0.93 i1 INGRAHAM HIGHWAY DOUGLAS ROAD LEJEUNE ROAD NEB 810 1296 628 879 417 95 2 93 1391 881 510 0.63 0 SWB 810 1296 372 521 775 95 3 92 1391 524 867 0.38 C HARDEE AVENUE DOUGLAS ROAD LEJEUNE ROAD EB B10 1296 34 48 1248 0 0 0 1296 48 1248 0.04 C: WB 810 1296 268 375 921 0 0 0 '1296 375 921 0,29 6 Notes: (1] The Roadway Vehicular Capacity is obtained from Exhibit 4. [2] Person -Trip capacity is derived by applying a 1.6 vehicle occupancy to the vehicular capacity. [3]) The Roadway Vehicular Volume is obtained from Exhibit 4. [4] Person -Trip Volume is derived by applying a 1.4 vehicle occupancy to the vehicular capacity. (5) The Total Transit Person -Trip Capacity is obtained by adding bus, metrorail and metromover capacities (see Exhibit 4). [6] The Total Transit Person -Trip Volume is obtained by adding bus and mefromover volumes (see Exhibit 4). (7) The Person Trip LOS is provided consistent with the FDOT's Qualityttevel of Service Handbook (see Appendix C). • a. e'3 :.iltc itn tact Stun 23 Intersection Capacity Analysis The interseE„tion 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. Additionally, for the unsignalized intersections, the software tends to overestimate delay measurements for the side streets (minor approach). The actual delays (observed in the field) are similar to other comparable intersections in the area, However, should the delays ever reach such a point shown by the software, motorists tend to use an alternate route, balancing demand throughout an area. Exhibit 6 Existing Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection STU LOS Douglas Road / Poinciana Avenue U A/C Douglas Road / Main Highway S C Ingraham Hwy / Hardee Road U A/E Le.ieune Road / Poinciana Avenue U A/F Notes: *Major/Minorapproach LOS U� unsignahzed S= signalized ource: Page !2 • • Trdfic 3.0 PLANNED AND PROGRAMMED ROAD AY I PROVE ENTS The 2007 Miarni-Dade County 1 rams )ortatiofent Pro Ira as (TIP) and the 2030 Metro - Dade Transportation Plan Lam? Range. E!erirE�rat, 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. However, according to the Miami Dade Transit Authority the Peoples Transportation Plan (PTP) will allow for additional (new) Metrobus routes in addition to an increase in service for existing Metrobus routes. Page 13 • 4=0 FUTURE TRAFFIC CONDITIONS 4,1 Background Traffic Based on I�S DO T historic cou:nts in the area, a conservative one (I) percent growth factor was applied to existing traffic volumes. This growth rate is intended to account for future growth due to a.ddition.al 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, Citv of Miatni Planning and Zoning Department Report on .Private Development From 1996 to Present (Updated through October 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 is one committed development with a MUSP application within the study area. The project size and trip generation are included in Appendix E. Traffic generated by this development was distributed using the Cardinal Distribution from the appropriate TAZ. For estimating trip distribution from committed projects, consideration was given to conditions such as the roadway network, roadway available to travel in the desired direction and attractiveness of traveling on a specific roadway. This infoiniation is also included in Appendix E. Future traffic volumes were projected for the build -out year 2009. .Exhibit 7 shows the projected turning movement volumes without the project. 4.3 Project Traffic 4.3.1 Project Trip Generation Project trip generation is based on the calculation of person -trips consistent with the City of Miami Comprehensive Plan. Person -trips generated by the project were established using the Page 14 • PROJECT: GROVE ESTATES MUSP FUTURE WITHOUT PROJECT PM PEAK TRAFFIC VOLUMES D H1BFT No. Page 15 • • followim procedures consistent with the City°s Comprehensive Plan and the approved methodology: The gross vehicular trip generation for each land use was determined using the .Institute of Transportation Engineers KITE) Trip Generation 7`1 Edition rates or formulas. • Due to the size of the project, gross vehicular trips were not reduced by 16% based upon the use ofthe ITE trip rates (City of Miami's 1.4 vs. ITE's 1.2 pers/veh). • Due to the size of the project, gross vehicular trips were not reduced by 10% to reflect transit usage based on projected modal splits using data from Increment II of the Downtown DRI and includes the pedestrian/bicycle reduction based on estimates from Increment II of the Downtown .DRI since the project is within such close proximity. w 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 below in Exhibit 8. Exhibit 8 Project Trip Generation Summary USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips °/° Trips Trips Residential Detached Single Family 12 DU 210 63% 10 38% 6 16 GROSS VEHICLE TRIPS 63% 10 1 38% 6 I 16 Vehicle Occupancy Adjustment @ 16% of Gross External Trips Transit Trip Reduction @ 10.00% of Gross External Trips NET EXTERNAL VEHICLE TRIPS (1) (2) 63% 63% 63% 2 1 7 38% 38% 38% 1 1 4 3 2 11 Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 63% 63% 9 1 38% 38% 5 1 14 2 Net External Person Trips (vehicles and transit modes) 63% 10 38% 6 16 Notes (1) A 16% reduction to adjust for the difference between 1TE auto occupancy and local data (Miami's 1.4 vs. 1 T E's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DR1 Increment ll Page 1 4.3,2 Proiec Trip Ass nment Project traffic was distributed and assigned to the study area using the Cardinal Distribution for TAZ 1073, shown in Exhibit 9. The Cardinal Distribution gives a generalized distribution of dips 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 .1073 Year 2010 Cardinal Direction Distribution TAZ 1073 NNE ENE ESE SSE SSW WSW WNW NNW 34.93 % 5.82 % 0.46 % 0.23 % 3.42 % 12.22 % 11.87% 31.05 % Total 100.00% Page 17 Page 18 • /ft..:`S<''ittffl.. 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. Any capacity increases on roadways or transit within the study area are taken into consideration to determine future corridor capacities. With the anticipated improvements in headways on existing Metrobus routes, the corridor capacities of Douglas Road and Ingraham Highway increase, The future person -trips volumes are compared to the future person -trips capacities to determine future level of service; the results are summarized in Exhibit 11. 4.5 Future Intersection Capacity Analysis Background growth and committed development trips were combined with the adjusted 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 vehicular volumes and Exhibit 13 shows the total (with project) PM peak vehicular volumes at the intersections under study. Results of the future intersection analysis show that all intersections will operate within the LOS E standard adopted by the city. Exhibit 14 shows the resulting LOS at the intersections under study. Intersection capacity analysis worksheets are provided in Appendix D. 4.6 Site Access Vehicular access to the project will be provided on Douglas Road via a two-way driveway for the roadway providing access to each lot. Unsignalized HCS analysis results show adequate operations. The analysis worksheets are included in Appendix D. Page 12 • • Exhibit 11 Person -Trip Volume and Capacity Future Conditions Matrix Corridor From ...-. To Without Project With Project ph. (a) Existing Pers-Trip Volumes (b) Future Bkg. Pers-Trip 1.0 % 2 (c) Committed Development Pers-Trip (d) Future Pers-Trip Volumes (b)4(c (e) Projected Transit Capacity (1) Future Pers-Trip Capacity (9) Future w/out Pro) Pers-Trip (h) Project Pers-Trip Volume ...., (i) Total Pers-Trip Volumes ntih) 1)) Future Pers-Trip Capacity (k) Future unih Pro) Pars -Trip vie d(�!(f LOS � v/c .. (i)/(1 LOS 11] 121 131 14I 151 i6 PI _. 151 DOUGLAS ROAD GRAND AVENUE POINCIANA AVENUE NB 593 605 0 605 95 1550 0.39 C 3 608 '1550 0.39 0 SD 990 1010 0 1010 95 1550 0.65 D 5 1015 1550 0.65 D POINCIANA AVENUE 1NGRAHAM HIGHWAY N8 930 949 3 952 95 1550 0.61 D 9 961 1550 0.62 D SB 1476 1505 2 1507 95 1550 0.97 D 5 1513 1550 0.98 17 MAIN HIGHWAY GRAND AVENUE DOUGLAS ROAD NEB 790 805 3 808 0 1296 0.62 C 1 809 1296 0.62 L7 SWB 1204 1228 2 1230 0 1296 0,95 D 1 1232 1296 0.95 E INGRAHAM HIGHWAY DOUGLAS ROAD LEJEUNE ROAD NEB 881 899 3 902 95 1486 0.61 C 1 903 1486 0,61 D SWB 524 534 2 536 95 1486 0.36 D 0 537 1486 0.36 C HARDEE AVENUE DOUGLAS ROAD LEJEUNE ROAD EB 48 49 0 49 0 1296 0,04 E. 0 49 1296 004 C WO 375 383 0 383 0 1296 0.30 C 0 383 1296 0.30 G Notes: I [2 (3 (4 (5 [6 The Existing Person Trip Volume is obtained from Exhibit 5, column (j) Year 2009 Background Person Trip Volume is derived by applying a 1% annual growth factor to the existing person -top volume Projected Transit Capacity was obtained from the Peoples Transportation Act to provide maximum 15 minute headways on metrobus routes (per Miarni Dade Transit Authority) The Total Future Peak Hour Person Trip Capacity is obtained by adding all modes of transporiation (Exhibit 5, column (i)) and the projected transit capacity (Exhibit 12, column e) The Person Trip LOS is provided consistent with the FDOT's Quality/Levet of Service Handbook (see Appendix Cj Project Person Trip Volumes are derived from Trip Generation Analysis (Net External Person Trips (Vehicles + Transit)) Caw POINCIANA BLVD o 0 0 N T.S PROJECT ACCESS HARDEE AVE p a PROMO": GROVE ESTATES MUSP PM PEAK PROJECT TRIPS i&r No. Page 21 as POINCVANA BLVD GROVE ESTATES MUSP PROJECT ACCESS FUTURE WITH PROJECT PM PEAK TRAFFIC VOLUMES N.T.S. EXHIBIT No. Page 22 • • 1LISP acd :Rudy Exhibit 14 Future Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection Douglas Road r' Poinciana Avenue Douglas Road / Main Highway Ingraham Hwy / Hardee Road LeJeune Road / Poinciana Avenue Future SIU; Without Project Future With Project A/C AIC C C A/E A/E A/F A/F Nog S: P— unsignalized S= signalized Source: DPA hlajor/M9inor approach LOS. Page 23 • • Eswws ?MIS," Traffic -1 Stu 5.0 CONCLUSIONS An assessment of the PM peak hour traffic associated with the development of Grove Estates 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. Grove Pstates T1S March 2007.doc Page ?4 Appendix A Approved Transportation Methodology • DAVID PLU ER & ASSOCIATES, INC. TRANSPORTATION 4 CAVIL.. STRUCTURAL m ENVIRONMENTAL To: Affiliation: From: RE: cc: Facsimile Transmission Mre Raj Shanrougam, PE URS Corporation Sonia Shreffler-Bogart Grove Palace MUSP #06270 Lilia Medina, file Fax #: Phone #: Date: Pages: (954) 739-1. 7 89 (954) 739-1881 February 19, 2007 4 page(s), including cover EFC Holdings is pursuing City of Miami approvals for a residential project located at 4055 Douglas Road (SW 37 Avenue) in Coconut Grove, Florida. The plan includes 12 detached residential dwelling units to be built on a site that is currently vacant. Vehicular access to the project will be provided on Douglas Road via one two-way driveway for the roadway providing access to each lot (see Attachments A & B). The subject site is located outside the limits of the Downtown Miami Area -wide DRI. The study limits are Grand Avenue to the North, Sunset Drive to the South, Biscayne Bay to the East, and SW42 Avenue to the west. This will serve as our methodology for the subject MUSP traffic impact study. • Turning .movement traffic counts are to be collected during the PM (4:00-6:00) peak period at four major intersections in the immediate project vicinity. I. Douglas Road / Poinciana Avenue 2. Douglas Road / Main Highway (Signalized) 3. Ingraham Hwy / Hardee Road 4. Leieune Road / Poinciana Avenue In addition to these intersections, we will analyze the project driveways. • Segment traffic volumes will be collected as 24-hour machine counts at the following locations: I. Douglas Road 2. Main Highway 3. Hardee Road Ingraham t (�;> 3i�ray' . per requ I. o i I l £ on tam ® 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, Rubber tire and fixed rail transit capacity of the study corridors will be established based on available information from Increment II of the Downtown .DRI. 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447.0900, FAX: 305 444-4986 E-iMAfL: 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 ollowing procedure consistent with Increment II of the Downtown DRI, 1 Determine the gross vehicular trip generation for each land use using the Institute of Transportation Engineers (ITE) Trip Generation, 7 `h Edition 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 from Increment II of the Downtown DRI. (Project is just one block north of the Downtown DRI boundary. Additionally analyzed links are included in the DRI analysis. ) 4. Reduce gross vehicular trips by a pedestrian/bicycle reduction based on estimates from Increment II of the Downtown DRI, (Project is just one block north of the Downtown DRI boundary, Additionally analyzed links are included in the DRI analysis.) 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 list of relevant projects provided by the city for the month of October 2006. Committed development trips will also be converted to person -trips based on the methodology described above. a 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 driveways. a 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. If you have any questions you can contact me at (305) 447-0900. 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900. FAX: 305 444-4986 E-MAIL: dpa@dplummer.com Traffic Nleth.doc • ATTACHMENT A GROVE PALACE SITE • SW 37 Avenue access location to roadway which will serve the 12 Grove Palace lots. • * • • M-apQn-c,st: Maps 4055 S Douglas Rd Coconut Grove FL 33133-6840 US Notes: PRINT. DQN'T RLPFINT nof, every Ig.7,Pa Kiffecol-. No.d.om or inOrn 600ft, viktprio AVit: raAv: PratZ '00.4r4 : KweroSt Av : Fol.c.koe. c.09.00 ; POPP AV:j4. Haid,o. ,,,, ••• '‘• ;..".',.-•Gelersenfa 40 .,.)Y9.6001100d: •''•:••• • ''.'"..kv10.1'• • • • • •• ••••*•.::, • . .• . • uttie :W.090 A ••- -2. . • . : All rights reserved. We Subiect to LicenseiCopyriaht This map isi informational ordy. No representation is made or warranty Vv en as to its content. User assumes all risk of use: lviapQuest and its suppliers assume no responsibility for any loss or delay resulting from such use, Page 1 oft intp://www.mapquest.com/mapstprint_acip?mapdat. --LJARIOU3b9NY3isPOw%252AveLsNIP7m1Mv-17739... .2119/2007 Appendix B Traffic Counts & Signal Timings • Traffic Counts • • Le Jeune Rd at Poinciana Blvd [Start Time 16:00 16:15 16:30 16:45 Total Frorn North Ad,ransper„..t on Lna:necrFng ConsuE�=,nts: i 12905 SW 42 5.,. 29 33175 (305) 480-9938 OftF� (305) 480-9964 F. Groups Printed- Unshifted - Bank 1 - Sank 2 From East Right 1 Thru f Left Peds ; Ape Tour Right Thru '': Left 8 180 2 0 190 6 40 9 3 171 5 0 179 8 19 15 3 209 6 0 218 5 16 7 3 157 6 0 166 4 31 8 17 717 19 0 753 23 106 39 17:00 I 4 17:15 4 17:30 3 17:45 3 Total 14 Grand Total Apprch % Totat % Unshifted % Urishifted Bank 1 % Bank 1 Bank 2 Bank 2 410 31 2 1.1 31 100 177 3 0 184 178 7 0 189 205 2 0 210 177 1 0 181 737 13 0 764 1454 95.8 53 1454 100 32 2.1 1.2 32 100 2 4 3 2 11 20 19 20 25 84 Peds € FP,. Tidal 0 55 0 42 0 28 0 43 0 9 0 13 0 15 0 13 0 50 0 0 1517 34 190 89 0 10.9 60.7 28.4 0 55.3 1.2 6.9 3.2 0 1517 34 190 89 0 100 100 100 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Right 2 6 4 0 168 € 12 31 36 38 40 145 From South Thru t Left " Pe 114 0 124 1 106 4 114 1 458 6 2 106 0 4 113 1 1 78 1 2 97 0 9 394 2 0 313 21 852 8 0 2.4 96.7 0.9 0 0.8 31.1 0.3 0 21 852 8 0 100 100 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0i 0 11.4 313 1 100 0 0 0 0 0 0 0 s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Aoa.': otai 116 131 114 115 476 108 118 80 99 405 881 32.1 881 100 0 0 0 0 File Name : LEJEUN-1 Site Code : 00000271 Start Date e 2/27/2007 Page No : 1 From West Right Thru Left Peds i App. Toixg [ Inc T0121 I 1 3 3 0 7 368 1 0 1 0 2 354 3 2 1 0 6 366 0 2 2 0 4 328 5 7 7 0 19 1416 0 0 0 4 0 0 4 0 0 0 1 4 1 0 5 1 0 0 1 9 1 0 11 327 344 333 321 1325 6 16 8 0 30 2741 20 53.3 26.7 0 0.2 0,6 0.3 0 6 16 8 0 30 2741 100 100 100 0 100 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Le Jeune Rd at Poinciana Blvd • • ACi.a n-_.0 S T- f 5PGrta —;on i:�in E: C'eincj Consultant5. r�- 12905 SW 42 Stn..,, S :P 209 ForF7arida 33175 (305) 480-9938 (305) 480-9964 Fr3M File Name : LEJEUN-1 Site Code : 00000271 Start Date : 2/27/2007 Page No : 2 Out in Total 8941 ! 1517: 2411: D 0 0 Oj 0 0 8941 15171 ' 24111 31€ 0 0 1454 0 Di 32 0 0 D 0 0 311 1454€ 32 0 Righ Thru Left Peds North 2/27/2007 16:00 2/27/2007 17:45 Unshifted Bank 1 Bank 2 Left Thru Ri.ht Pod 852 1549i i D 1 15491 Out 24301 0' ©1 2430j Total 0 W oa4, 218laa'al -T o0 rn �` !OJoao 0 /0 0 0 w 0 0 0 0 0 0 00 0 0 0 Le ieune Rd at Poinciana Blvd n c�ineer=na C=ors A-.di.e nos, ifC 12905 SW 42 S:-0.: 209 v1,.;. Fiaride 33175 (305) 480-9938 Office (305) 480-9964 F- 1 From North l From East From South Start Time Right i Thru Left Peds AF..T.,,I [ Right Thru Left i Peds F�p.,a3� Right i Thru Left =Peds Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:00 16:00 8 180 2 0 190 i 6 114 0 0 16:15 3 171 5 0 1791 8 124 1 0 16:30 3 209 6 0 218 5 0 16:45 3 157 6 0 166 4 0 0 717 19 0 753 23 0 95.2 2.5 0 13.7 0 .858 792 .000 .864 Tota A Volume .. Total PHF 17 2.3 .531 Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1 Peak Hour for Each Approach Begins at: 7:00 +0 mins. < 177 •�lsmins. 4 178 +30 mins. 3 205 -45 mins. 1 3 177 Total Voiume 14 737 %App. Total I 1,8 96.5 PHF [ .875 .899 • 40 19 16 31 106 63.1 9 15 7 8 39 23.2 0 0 0 0 0 0 55 42 28 43 168 .719 .663 .650 000 .764 16:00 3 0 184i 6 a 9 7 0 1891 8 19 15 2 0 210 1 5 16 7 1 0 181 [ 4 31 8 2 6 4 12 2,5 106 4 114 1 458 6 96.2 1.3 .500 .923 .375 .000 16:00 0 „ 2 114 0 42 6 124 0 28 4 106 0 43 0 114 13 0 764 23 106 39 0 168 1.7 0 i 13.7 63.1 23,2 0 464 .000 .910i .719 .663 .650 .000 .764 Fate Name : LEJEUN-1 Site Cede : 00000271 Start Date : 2/27/2007 Page No ;3 116 131 114 115 476 From West Right i Thru Left ' Peds App Tarsi 1 3 3 1 0 1 3 2 1 0 2 2 5 7 7 26.3 36.8 36.8 0 0 0 0 0 0 Int, Totsh 7 I 368 2 I 354 6 366 4 1 328 19 1416 .908 .417 .583 .583 .000 .679 [ 16:00 0 0 116E 1 1 0 131 1 0 4 0 114 3 2 1 0 115 0 2 12 458 6 0 476 2.5 96.2 1.3 0 500 .923 .375 .000 .908 3 0 7 1 0 2 1 0 6 2 0 4 5 7 7 0 19 26.3 36.8 36.8 0 .417 .583 .583 .000 .679 .962 Douglas Rd at Poinciana Blvd 12905 SW 42 Street, Su,. 209 33175 (305) 480-9938 (305) 480-9964 F Grouts Prirctect- t_ oshifted - Bank 1 - Bank 2 Fife Name ; DOUGLA-2 Site Code ; 00000281 Start Date : 2/28/2007 Page No iFro North I. Start Time 1 Right [Fhru 1 .,elt 16:00 40 73 3 0 116 35 75 4 0 114 52 55 3 0 110 58 65 4 0 127 185 268 _...._14 0 467 16:15 1 6:30 16:45 Total 17:00 17:15 17:30 17:45 Total 42 51 61 77 231 69 71 84 88 312 4 0 115 3 0 125 5 0 )50 4 0 169 16 0 559 Fro trt East EIMMEMENUMMIIIME Fro So th Peds i , Right Thru Left 1 Peds I . n, rwa. Ri ,8r 4 5 0 0 2 3 0 0 6 5 0 0 1 3 1 0 13 16 1 0 4 0 13 1 2 3 10 8 32 1 0 0 0 3 0 1 0 5 0 11 5 30 12 13 6 14 45 Grand Total 416 580 30 0 1026 21 48 6 0 75 0 Apprch % 40.5 56.5 2.9 0 28 64 8 0 Total % 24.6 34.3 1.8 0 60.7 1.2 2.8 0,4 0 4.4 Unshifted 416 580 30 0 1026 21 48 6 0 75 1i Unshiiied 100 100 100 0 100 , 100 100 100 0 100 Bank 1 0 0 0 0 0 1 0 0 00 0 % Bank 1 0 0 0 0 0 i0000 0 Bank 2 0 0 0 0 0 1 0 0 0 0 0 % B a n k 2 1 0 0 0 0 0 1 0 0 0 0 0 • 0 0 0 0 0 84 6 52 5 67 5 61 11 264 27 0 56 7 1 47 4 0 36 5 1 49 3 2 188 19 2 0.4 0,1 2 100 452 90.4 26.8 452 100 46 9.2 2.7 46 100 9 0 57 0 72 0 72 0 291 U 63 0 52 0 41 0 53 0 209 0 0 0 0 0 500 29.6 500 100 0 0 0 0 0 0 0 0 0 0 10.2 0.5 0 0 3 5 From 'est Thru j Left 2 7 16 0 16 0 9 0 11 0 15 30 0 51 0 7 4 9 1 3 3 0 1 4 2 1 5 9 1 4 3 4 16 17 9 32 36.4 1.9 47 53.4 2.8 0 7 0 15 0 8 0 37 Int. Tact 231 185 204 219 839 197 197 212 244 850 0 88 1689 0 0 5.2 9 32 47 0 88 100 100 100 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01 0 0 0 0 0j 0 0 0 0 1 1689 100 0 0 0 0 Douglas Rd at Poinciana Sivd • 12905 SW 42 St; —t, S:.,_0 209 33175 (305) 480-9938 Of_;.c. (305) 480-9964 F..„ File Name ; DOUGLA-2 Site Code : 00000281 Start Date : 2/28/2007 Page No : 2 Out 520 0{ 0 20 n Total 1026; 15461 0 03 0 0; tC 26 15465 416 0 0 5801 30 o1 0 01 0 416 5801 30 01 0! 01 0 Right Thrtt Left Peds North 2/28/2007 16.00 2/28/2007 17:45 Unshifted Bank 1 Bank 2 7 Thru Right P 46 452 2 0 0 0 0 0 0 0 0 0 46 452 2 0 595 0 0 595 Out 1 500l 01 0 500 In 1095 0 0 1095 Total Douglas Rd at Poinciana Blvd ''r€3i37 North Start Time Right Thru I Left Pods a,m_r Peak Hour Analysis From 16'.01) to 17:45 - Peak 1 o Peak Hour for Entire Intersection Beeins at 17:00 17:00 42 69 4 0 115 17:15 51 71 3 0 125 17:30 61 84 5 0 150 45 77 88 4 0 169 ota) Volume 231 312 16 0 559 A. .. Total 41.3 55.8 2.9 0 PHP .750 .3.6.800 .000 .827 Alva z_Qd ansport osto:, Lrg n rEm wf�tjl-ants, lf,c 12905 SW 42 209 Ali m:r Fior da 33175 (305) 480-9938 8rF;,e (305) 480-9964 F. 4 7 I 0 12 0 56 7 0 63 0 13 0 0 13 1 47 4 0 52 1 2 3 0 6 0 36 5 0 41 3 10 1 0 14 1 49 3 0 53 8 32 5 0 45 1 2 188 19 0 209 7.8 71,1 11.1 0 3 1 90 9.1 0 615 .417 .000 804 ! .500 .839 .679 .000 .379 File Name : DOUGLA-2 Site Code : 00000281 Start Date : 2/28/2007 Page No : 3 1 3 3 0 7 1 4 2 0 7 I 5 9 0 15 1 4 8 197 197 212 244 850 Peak Flour Analysis From 16:00 to 17:45 - Peak 1 of 1 Peak Hour for Each Approach 13eyins at: 17:00 17.00 16:00 16:00 +0 mins. 42 69 4 0 115 4 7 1 0 12 0 84 6 0 90 2 4 10 0 16 ii+15 mitts. 51 71 3 0 125 ( 0 13 0 0 13 0 52 5 0 57 [ 0 2 7 0 9 +30 mins. 61 84 S 0 150E 1 2 3 0 6 0 67 5 0 72 0 7 4 0 11 +45 mins. 77 88 4 0 169 j 3 10 1 0 14 0 61 11 0 72 3 3 9 0 15 Tom! Volume 231 312 16 0 559 8 32 5 0 45 E 0 264 27 0 291 5 16 30 0 51 9oA• .Total 41.3 55.8 2.9 0 17.8 71.1 ]7.1 0 0 90.7 9.3 0 9.8 3I.4 58.8 0 P118 .750 .886 .300 .000 .327 .500 .615 .417 .000 .804 L .000 .786 .614 .000 .808 .417 .571 .750 .000 .797 • Douglas Rd at Main Hwy From North I Start Time Ri9ht i Thru 1 Left 16:00 0 78 0 16:15 ! 0 66 0 16:30 0 58 0 16:45 1 0 69 0 Total j 0 271 17:00 ` 0 57 0 17:15 = 0 77 0 17:30 0 66 0 17:45 0 68 0 Total 0 268 0 S nn1 Tot 0 0 0 0 0 78 66 58 69 271 57 77 66 68 268 Grand Total € 0 539 0 0 539 Apprch % 0 100 Total % 0 15.7 0 0 15.7 Unshifted 0 539 0 0 539 % Unshifted 0 100 0 0 100 Bank 1 0 0 % Bank 1 0 0 Bank 2 i 0 0 %Bank2 0 0 • 0 0 0 0 0 0 0 0 0 0 0 4 4 9 2 19 Eng rlaering C n3sItt nts, Inc 12905 SW 42 209 M339 ;L1Farr.-r i':ariria 3rt 1`5 (305) 480-9938 Office (305) 480-9964 F3„ Groups Printed- Unshifted - Bank 1 P Bank 2 0 0 0 0 0 185 189 183 185 742 211 199 217 202 829 57 0 1571 3.5 0 96.5 1.7 0 45.7 57 0 1571 00 0 100 192 135 0 207 120 0 191 1 132 0 190 1 109 0 780 1496 0 2151 110 0 203 i 128 0 226 115 0 204 100 0 848 453 0 1628 0 0 47.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 52 34 45 45 176 39 46 26 31 142 0 0 0 0 0 949 318 0 74.9 25.1 0 27.6 9.3 0 318 0 100 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 187 154 177 154 672 1491 174 141 131 595 0 1267 0 0 36.9 0 1267 0 100 0 0 0 0 0 0 0 0 File Name ; DOUGLA-1 Site Code : 00000272 Start Date : 2127/2007 Page No e 1 0 0 0 1 457 0 0 0 0 1 427 0 0 0 0 426 0 0 0 0 413 0 0 0 0 1723 0 0 0 0 0 11 421 0 0 0 0 0' 454 0 0 0 0 0 433 0 0 0 0 01 403 0 0 0 0 0 1711 0 0 0 0 0 3434 0 0 0 0 0 0 0 0 0 0 0 0 0 3434 0 0 0 0 0 100 0 0 0 0 01 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0: 0 Douglas Rd at Main Hwy • Fri9 in CCrI vig \r4n Stvir a?1,t5, :Y?C 12905 SW 42 209 Mni , Florida 33175 (305) 480-9938 v=,€,,. (305) 480-9964 F File Name : DOUGLA-®H Site Code : 00000272 Start Date : 2/27/2007 Page No : 2 00 z =000 Q1 oo 1J 0 0 0i0 c o € € 2E-d ;1- O i 0 ©0 0 -a Out In _ Totat 375� 5391914 0, 0' 0 01 0 0 375; _5 914 O 539: 0 0€ O 0 0 539€ Rinht Thru 0s a 0 01 0. 01 0 Left Pads L North 2/27/2307 15:90 2/27/2007 17:45 Unshifled Bank 1 Bank 2 2110] 0 o 21 10i Out 1287 a 0 3377 In Total Douglas Rd at Main Hwy 12905 SW 42 S E .. 8�3,, 209 (305) 480-9938 Office (305) 480-9964 Fa x File Name : DOLJCLA--1 Site Code : 00000272 Start Date : 2/27/2007 Page No : 3 From North From East From South Start 'TimeRight j Thru j Left 1 Peds i ,pp_ Tom, E Right Thrui Left Peds ! Rap -Total i Right I Thru i Left r Pods Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:00 16:00 I 0 78 0 0 78 7 0 16:15I 0 66 0 0 66 18 0 16:30 1 0 58 0 0 58 8 0 16:45 1 0 69 0 0 69 5 0 0 Total Volume App. Total PHF 0 271 0 0 271 0 leo 0 0 0 185 0 189 0 183 185 0 192 135 0 207 120 0 191 132 0 190 109 52 34 45 45 38 0 742 0 780 496 176 4.9 0 95.1 0 0 .869 .000 000 .869i .528 .000 .981 .000 Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1 Peak Hour for Each Approach Begins at: +0 mins. +15 mins. +30 mins. +45 mins. Total Volume 3/4 App. Total PHF ? .000 .869 .000 .000 .869 I ,528 _000 .955 .000 16:00 0 0 0 0 0 0 66 58 69 271 100 0 0 0 0 0 0 0 0 0 0 0 0 76 66 58 69 271 73.8 26.2 0 0 0 0 Apr Toga Rig From West Thru Left I Peds I Fpp. TOM 187i 0 0 0 0 154 0 0 0 0 1771 0 0 0 0 154 0 0 0 0 0 0 672 1 0 0 0 0 942 .919 .846 .000 .000 .898 .000 0 0 0 0 0 0 0 1. Taal 457 427 426 413 723 00 .000 .000 ; .943 17:00 1 16:00 ? 16:00 4 0 211 0 2151 .. 0 0 187 0 0 0 0 4 0 199 0 203 < 120 34 0 0 154 0 0 0 0 9 0 217 0 226 1 132 45 0 0 177 i 0 0 0 0 2 0 202 0 204 I 109 45 0 0 154 0 0 0 0 19 0 829 0 848 496 176 0 0 672 0 0 0 0 2.2 0 97.8 0 73.8 28.2 0 0 0 0 0 0 .938 .919 .846 .000 .000 .898 i .000 .000 .000 .000 .000 0 0 Ol 0I • Hardee Rd at Ingraham Hwy Start Time 16:00 16:15 16:30 16:45 Total iidv eca €ranspnrtaticn Eng ring Gonsuitants, Inc 12905 SW 42 Sz Ec < Sete 209 F cride 33175 (305) 480-9938 0,— (305) 480-9964 F .x Groups Printed- Unsttifted d Bank 1 - Batik 2 From North From East fight 1 Thru f Left 1 P;.ds 1 `gym ,,,,A i Ra la[ 1 thru Left i Peds j ,,.p r„n; 48 168 0 0 216 1 0 0 0 1 38 151 0 0 189 0 1 0 0 1 62 156 0 0 218 0 0 0 0 0 51 149 1) 0 200 ' 0 0 0 0 0 199 624 0 0 823 1 1 0 0 2 17:00 66 148 0 0 214 17:15 70 144 0 0 214 17:30 i 54 137 0 0 191 17:45 1 76 155 0 0 231 Total 1 266 584 0 0 850 Grand Total Appreh % III Total % Linshi fled % Vast -lifted Bank 1 %Bank 1 Bank 2 %Bank 2 • 465 i208 0 0 27.8 72.2 0 0 17.8 46.1 0 0 465 t2os 0 0 100 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 1673 1 3 0 0 25 75 0 0 63.9 0 0.1 0 0 0. 1673 1 3 0 0 4 100 100 100 0 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 €1 From South Right j TIna = Left.. Peds irr 0 144 2 0 146 0 135 2 0 137 0 109 1 0 110 0 112 2 0 114 0 500 7 0 507 0 90 1 0 91 0 105 3 0 108 0 88 4 0 92 0 103 1 0 104 0 386 9 0 395 0 886 16 0 902 0 98.2 1.8 0 0 33.8 0.6 0 34.4 0 886 16 0 902 0 100 100 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 File Name : HARDEE--1 Site Code : 00000282 Start Date 2/28/2007 Page No : I From West Right 1 ThTU Left . Peds Tc f¢v. Taai 1 0 4 0 5 368 2 0 3 0 5 332 0 0 4 0 4 332 1 0 6 0 7 321 4 0 17 0 21 1 1353 3 0 3 0 6 312 2 Cl 2 0 4 327 0 0 2 0 2 285 3 0 4 0 7 342 8 0 11 0 19 1266 12 0 28 0 40 I 2619 30 0 70 0 0.5 0 1.1 0 1.5 12 0 28 0 40 2619 100 0 100 0 100 € 100 0 0 0 0 0; 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hardee Rd at Ingraham Hwy • :` dvan_ud Transparzat1on L n-in<er; rs c3 �cnbuttan4s, inc 12905 SW 42 Street, 209 Fi rides 33175 (305) 480-9938 OfrEcn (305) 480-9964 F x Pile Name : HARDEE Site Code : 00000282 Start Date : 2/28/2007 Page No : 2 q N00`N [r) c O m00 00 .3100 0 iN 4, 4, 8 J Out 9151 1673 01 1 0 of 910 : 1673 Total 25881 0 01 25881 465 12081 0 0 0E 0 0 0 0 465, 12081 0 Right Thru Left North 1 0 01 Peds 2/28/2007 16:00 2/28/2007 17:45 Unshifted Bank 1 Bank 2 ht Peds 16 886 0 0 0 0 0 0 !... 0i 0 0 01 161 886 0 01 12201 r 902 L11 01 0; p 12201 902 Out In 2122 0 0, 21221 Total Hardee Rd at Ingraham Hwy From North Start Time Rmia ' Thru Left Peak I -lour Analysis From 1618) to 17:45 - Peak 1 of 1 Peak Hour For Entire intersection Begins at 16:00 48 168 0 1) 216 0 (1 189 0 0 16:00 16:15 16:30 16:45 T©:al Volume Al App. Total PHF 38 62 51 {29 24.2 .802 151 156 149 624 75.8 929 0 0 0 .0H10 eds 218 0 200 (0 823 0 .000 .944 .250 .250 .000 .000 .500 Er.glneerkng C•.�ns u�ca oers, �nc 12905 SW 42 209 EVI'ram33175 (305) 480-9938 Orrice (305) 480-9964 F.a. rom ast t r 1 0 0 0 1 0 1 0 0 1 0 0 0 0 0 0 0 0 0 01 1 1 0 0 50 50 0 0 Peak Hour Analysis From 16:00 to 17:45 - Peak 1 0£ 0 0 0 0 0 000 144 135 109 112 500 98.6 .868 o➢n South Ped 2 1 2 7 i.4 .875 File Name : HARDEEH Site Code : 00000282 Start Date : 2/28/2007 Page No : 3 From West ,,,.-r..- i Ri =ht [Fir u ® Peds 0 146 0 337 0 i10 0 114 0 507 0 000 .868 1 2 0 1 4 19 500 0 0 0 0 0 0 000 4 3 4 6 17 81 .708 0 0 0 0 0 u .000 5 5 4 7 21 ha. l''u€&[ 368 332 332 321 1353 .750 .919 feats iluu➢ lu1 tn¢n tttap/a vaa.,e .,,q.u, w.. 17:00 16:00 16:00 16:15 +0 mins. 66 148 0 0 214 0 0 0 0 ,L 0 146 2 0 3 0 5 +15 mins. 70 144 0 0 214 0 1 0 0 1 0 135 2 0 137 0 0 4 0 4 +30 mins. 54 137 0 0 191 0 0 0 0 0 0 109 1 0 110 1 0 6 0 7 +45 mins. 76 155 0 0 231 0 0 0 0 0 0 112 2 0 114 3 0 3 0 6 Total volume 266 584 0 0 850 1 1 0 0 2 0 500 7 0 507 6 0 16 0 22 % App. Total 31.3 68.7 0 0 50 50 0 0 0 98.6 1.4 0 _ 27.3 0 72.7 0 PHF .875 .942 .000 .000 .920 .250 .250 000 .060 .500 .000 .868 .875 .000 .868 j .500 .000 .667 .000 .786 Advanced Transportation Engineering Consuitants, Inc (ATEC) 12905 SVV 42 StreeL Suite 209 Miami Florida (305) 480-9938 Start 28-Feb-0 SouthBound Time Wed Morninu Afternoon • 14 90 12:15 9 81 12:30 9 73 12:45 10 102 01:00 4 84 01:15 1 97 01;30 8 89 01:45 5 75 02:00 5 103 02;15 1 120 02:30 1 1131. 02:45 2 167 03:00 2 173 03:15 4 147 03:30 1 162 03:45 1 173 04:00 5 155 04:15 2 146 04:30 4 192 04:45 1 182 05:00 3 187 05:15 1 178 05:30 1 198 05:45 4 172 06:00 6 157 06:15 11 1541 06:30 13 126 06:45 21 88 07:00 43 ioe 07:15 129 71 07:30 186 72 07:45 163 65 08:00 120 56 08:15 108 37 08:30 112 42 08:45 104 31 09:00 77 42 09:15 57 50 09:30 48 35 09:45 63 34 10:00 51 28 10:15 53 35 10:30 56 28 10:45: 59 18 11:00 65 20 11:15 60 19 11:30 62 15 11:45 86 10 Total 1851 4598 Percent 28.7% 71.3% a Site Code: 000000016324 Station ID: Douglas Rd between Franklin Ave & Kumquat Ave Latitude: 00.000 Undefined How- Totals NorthBound Hour Totals Combined Totals Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 4 92 42 3451 16 338 58.. 684 18 345 9 503 8 655 12 675 9 7351 51 525 521 314 444 166 245 161 219 109 273: 64 4 79 3 75 5 92 2 69 2 77 3 62 1 65 3 83 1 88 1 106 2 135 2 114 3 119 1 148 1 131 3 129 1 104 4 110 8 .119 6 97 4 98 12 116 19 82 21 88 47 88 71 62 107 54 187 300 306 275 239 271 259 258 199 149 124 126: 103 100 96 77 87 70 82 112 3761 54.4% 60 47 41 34 32 29 30 30 24 31 15 16 14 17 11 10 9 7 8 3 3150 45.6% 273 26 618 7 412 7 512 16 462 41 393 246 292 1068 182 376 52 351 27 16. 915 15. 1167 28 1137 50 1128 297 817 •1589E. 4-96 595 161 624 = :91 5612 7748 42.0% 58.0% Start �0 Time 12:00 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 63:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45. 11:00 11:15 11:30 11:45 Total Percent Grand Total Percent Advanced Transportation Engineering Consultant 12905 SW 42 Street, Suite 209 Miami Florida (305) 480-9938 SouthBound Hour Totals NorthBound Morning Afternoon MorningAfternoon Morning Afternoon Morning 40 1281 7 160 26 1521 13 156 16 1391 10 177 16 1481 98 5671 8 174 38 10 170 ! 2 148 6 1761 5 157 14 1651 i 5 151, 9 160; 39 671 1 146 13 602 8 190 1 2 140 2 1791 3 155 6 202 I 2 190 3 228i 19 7991 4 177 11 4 2361 1 1 199 8 222 1 190 4 260 3 158 5 302 : 21 1020 4 • - 162 9 709 4 248 2 178 5 244 6 • 159 5 255 3 156 4 232 18 979 . 9- 175 20 668 6 266 3 190 6 285 • •••16 145 7 300 1 38 172 11 2741 30. • 1125 • 63 134 120 - 641 16 244 1 92 154 28 2521 • 152 :225,: 44 296 i 212 132 72 2671.• 160- . 1059 242 139 • 698- • • 650. 85 214 ? 309 103 115 206 305' • 110 143 179 257 89 172 154 515 • 753 234 71 1105 373 126 122 270 66 120 130 287 •69[• 134 110 289 761 142 93 522 • 455 304 . 63 1150 274 121 120 277 58 136- 90 230' 76 115 113j, 269 57 108 82 • 480 405 206 58 :- 982 • - 249 112 68 215 76 104 79 j: 176 • 53 117 66 174 42 117. 62 450 • 2751179- 52 744-- 223 121 56 1 161 50 122. 56 173- • 47 ,.. 132 461 152 22 I • 109 40 I : ` 484 - 198 181 . : • 21 I: .667 •• • 2836 8306 5557 5858 25.5°/0 74.5% 48.7% 51.3% 8519 24699 16622 16156 25.6% 74.4% 50.7% 49.3% ADT Not Calcu'ated • 140 Inc (:TEC) a Site Code: 00000001 6319 Station ID; Douglas Rd between Pine Ave & N Bayhome Dr Latitude: 0' 0,000 Undefined Hour Totals Combined Totals Afternoon Morning Afternoon_ 667 136 1234 52 1273 662i . 30 1461 30 1729 38 1647 150 1766 856 1709 1620 1126 672 • • 729 • 1462: .: 654 11.94 498 151s. 8393 37,2% 25141 38.1% 338 14164 62.8% 40855 61.9% Advanced Transportation Engineering Consultants, Inc (A T EG) a 12905 SW 42 Street, Suite 209 Miami Florida Site Code: 000000016316 (305) 480-9938 Station la; Main Hwy between Royal Rd & Devon Rd Latitude: 0' 0.000 Undefined Hour Totals Combined Totais Time Tue Mior!iso Afternoon Morning Afternoon orninq Afternoon t•For Afternoon Morning Afternoon Start 27-Fen--0 NorthBound Hour Totals 1200 9 1301 1215 7 129F. 12 30 5 126 1245 5 112I 01 00 9 1201 01 15 2 131: 1. 01 30 2 104 0145 5 114r 02 00 0 98 02 15 0 122 02 30 4 124 02 45 4 127 03 00 1 114 03 15- 1 118 03 30 0 160 03 45-- 1 150 04 00 3 172 0415 • 5- 151 04 30 2 144 04 45 -. . 4 138. 05 00 10 129 0515 - :•11' -154' 05 30 33 126 • 05 45 52 114 1-: 06 00 70 102 0615 127`. . : 128 06 30 186 123 : 06 45'.• 218: _ 98. 07 00 202 75 :0715..•168.•. .• 76 07 30 140 89 07 45 : 129 : 51` 08 00 210 601 08 15.' .. 255 . - 701 08 30 246 60 ::.08 45 :: 234 51 09 00 256 50 • 09 1.5 ' 252 . _ . 54 09 30 208 39 09 45 192 22 10 00 184 35 • 10 15 - 152•• • • 24 10 30 126 26 1045 133. 24 11 00 131 12 • .11 15: 122 ' •- 17 11 30 117 11 11 45 .. -- 156 5 Total 4389 4409 Percent 49.9% 50.1% • i 26 497 i 8 1.4. : 106 601: 639 945 908' 469 4 542 60 1651. SouthBound 9 108 12 : 128 14 128,' 9 • • 131 6 116i 11: 114. 5 115 3'.. . 130 10 126 2: 150 4 160 4 177 3 152 2 • •:88 f. 2 139 0 1991 3 192 2051 1 210 2 228 2 228 3 202 2 228 7 226'. 10 216 11 236. 28 207. 41: . .215 52 167 70 .161 86 155 127.....118 89 98 79 .78 108 116 76 .: 79 78 821 88 991. 84 861 64. 681 90 651 • 82'. 43.i 78 481 79 331. 82 401 97 , .• : 391 99 291 98 191 • 1913 6377 23.1 % 76.9% 44 90 :. • : 4 d • 8741. ' •.' 335' 601 2 371 314 :335 70 691:' 992 1325 974 892. 1297 612 1222' 500 329 1891 ' ' 924 298 376 :.127 902: 172 6302 10786 36.9% 63.1 Advanced Transportation Engineering Co nsuitants, 12905 SW 42 Street, Suite 209 Miami Florida (305) 480-9938 Start 28-Feb-0 NorthBound Hour Totals Time---........ Wed ........------Morning Afternoon Morning Afternoon 12:00 24 114 12:15 13 1231 12:30 14 117 12:45 14 116 j 65 01:00 5 145 p1:15 6 134 01:30 12 137 01:45 7 116j 30 02:00 4 132 02;15 6 158 02:30 4 168 02:45 3 160 17 03:00 0 180 03:15 4 178 03:30 3 174 03:45 0 192 ? 7 724 04:00 3 170 04:15 7 174 04:30 5 159 04:45 0 1421 15 645 05:00 4 162 05:15 5 144 05:30 4 140 05:45 13 166 26 612 06:00 25 152 06:15 34 162j 06:30 34 1841 06:45 47. 1721 .140: 1 670 07:00 59 156 l 07:15 88 131 07:30 118 124 07:45 • 84 • 118 349 • 529 08:00 96 109 08:15 80 0$:30 104 78 08:45 • . 90 75 370 • 356 09:00 80 69 09:15 66. 77 09:30 80 63 09:45 . 90 53 316. 262 10:00 80 50 10:15 70 . 50! 10:30 77 48 ! 10:45 • 92 37 M 319: 185 11:00 97 32 i 11:15.` 104 38 11:30 96 26 11:45 97 31 j 394 127 Total 2048 5730 Percent 26.3% 73.7% • gnu (ATEC) SouthBound Morning Afternoon 8 7: 4 470 6 3 6 4 5321 2- 3 6181 1 2 3 2 1 1 2 5 4 5 13 26 60 73 106 178 251 275 245 204 192 182 213 230 240 202 194 218 174 172 138 146 124 104 117 109 117 4375 53.4% 1181 1171 1161 109. 103 • 98 861 94 1 96 1261 151 1351 130 142 140 137 142 106 98 104 75 76 76 66 68 83. 70 113 89 81 70 66 65 62'. 48 77 44 43 29 • 24: 26 24 23 17 14 : 12 14 7 3811 46.6% a Site Code: 000000016944 Staten iDi Ingraham Hwy between Matheson Ave & Park Dr Latitude: 0' 0.000 Undefined Hour Totals Combined Totals Morning Afternoon Morning Afternoon 25 , . 462. 15 380 7 508 $ 549 12 450 104 . 293 608 334 916 306 865 252 788 140 932 45 912 24 1126 15- .1273 27 1095 130 905 748:' 1004 1265: 835. 1235 608 1104 402 580 90 ; 899 275 447 47 841' 6423 40.2% 174 9541 59.8% Advanced Transportation Engineering Consultants, '•, 12905 SW 42 Street, Suite 209 Miami Florida (305) 480-9938 Start 28-Feb-0 EastBound Hour Totals Time Wed Morning Afternoon Morning Auer 12:00 ------._� � ..__ 1 10 1 1`s 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Total Percent • 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2 0 1 3 6 12 12 15 18 12 24 38 38 22 17 15 8 9 11 11 16 10 10 11 4 334 45.3% 14 a 18 12 10 9 12 12 10 17. 21 12 10 10 12 8 6 10 10 9 5 7 8 8 6 101 12'1 7 10 6 2, 10 181 8 5 8 7 4 2 4 2 1 0 0 0 403 54.7% Westbound oon rnir,q Aftern©on 2 44 0 49 0 • 51 • 1 53 • 2 36 6 31 10 32! • 57 • 35 •112.... 38 -62 24 • 47• 9 35-: . 1 �ATEC Site Code: 000000016270 Station ID: Hardee Rd between Braganza Ave (North Leg) & Braganza Ave (South Leg) Latitude: 0' 0.000 Undefined Hour Totals tiombined Totals Morning Afternoon Morning Afternoon 0 18 1 10 1 4 22 0 27 5 77 0 8 4 24 0 16 0 17 4 651 0 18 0 28 0 24 0 29. €i 99 1 41 0 42 fl 39 0 44 1 166 0 53 2 . 46 0 74 0 54 2 227 1 80 1 86 ! 3 59 0 83 5 308 11 2 59 2 58 5 54! 4 281 13 199 23: 4 28 22 19 21 15 41 14 88 76 1.45. 34 8 20 5 30 6 18 3 102 . . 22 214, 11 5 19 8 7 5 14 3 51 21 113 7 8 11 . . . 4 13 6 16 1. 8 2 18 4l 11 2 16. . 4 371 1291 22.3% 77.7% 29.4% 121 114 150 219 263 339 231 111 60 45 47 19. 1 :: 94 . ` 28 53 12 88 13 705 1694 70.6% FDOT Adjustment Factors • 0 200€3 Pea r, Fi a ort Type e . 2 L 19 '6 20 2 022 73 Oil' 2005 2005 05/2005 ie 8 M 12 , 1 _, . ... .: ✓ .., u f 9 , a., 0 �f0 5 :t 02120 C.r. 5 2 r 6. 2 Lam,. . _ 20 Jul 03 2 /2005 _,. , _. D 03. 19, 200 5 . 2 2005 ., 3. 2 6. ! 005 _ 3 2 1005 04/02/2005 12' 4 09 2005 u a_ 2 j95 04.r 16/2025 b, 2 v v` w ..., 4 f J3/ 2 0 0 .t 04 24 '23N 05 _.. 'C A/ 30. 20 w'5 lam` 5 . N ..,.. !- . 0 5 0 5 . „ ! / 2 0 0 05:-B. 20 5 05/ 4 j 2V'L'.t- 05/15/2005 0i 2 i 200 .bi,., / 23 d`5 - U 5 8 .2003 05f'29/2 05 .... 06'04/2005 .(' � 'j 6 r 05 / 2005 ... 06 / 1.1 J 2005 2 00 19 / 2005 .. ',. 6: z 5 /2005 1 /2;,.. 5 - 3 ,:a2.2005 28 s 0 . 2,_ - u i. 09, 2005 29 07 0M 2 _ 0a - 16/2005 30 0 ./ 11/5 .. .., a/2005 31 07_'24. 2005 90,;2005 air .-/ w J r G00:. 3 33 O:S _ 12_r.5 O5. .13- 2F.'05 -s 08. Y U \/.V O.. , 2 .r05 25 35 2 35 B - r 005 36 08 28, 2005 -- 09/03/2005 37 09i 0 4 2005 .. 09/10/2005 8 3 9f 1 1. 2 F f 5 �' 0 9 ( ro f/ 2 4 t 5 39 39ir16 2 0 - 39. 242005 40 09/2 3/2 '0, 5 13° 1./ 2055 41 !C./ J05 - t 9/2005 42 10 0 20_05 10. 1012035 43 1 v_ . 6. _<, _.0. - .0, 2 2, __0 5 44 1 . 2 3 2005 r . .9. 2'✓0 it 46 11, 06 2005 , 2, %0C`5 11/19/2005 z 11 200 ....;:. 6. 2305 49 11. °, . 2 _0 2 33 2305 53 1 12/ r 2305 51 12 b 2.0 - 1.2r 1 ! 2aJ05 12_8 2 0.. - 2, 2 4/2 005 2. a b. d 0 5 "" 1 2/ 05 0.99 01 99 0.99 0.98 0.98 0.98 0.98 0.98 0,98 0.98 0,99 1.00 1,01 1.02 _.. . 2 3 1.01 1_01 i __03 1.03 1.00 1 C°i 1.00 1,01 1.01 ' .01 1,01 1.01 01 .02 1.04 1,06 1.07 1.09 07 1.05 03 1,01 0.98 0,9B '6,9a 0,97 0.97 0.99 2. PC C 0.99 , 1.00 1,00 1.00 1 -00 1.00 1.00 M 1.00 1.00 1,00 1.01 1.02 1.03 1.04 1.05 1,04 1.03 11.03 1.02 1,02 1.02 1.02 1.02 i , i;; .01 1.03 1.03 1 , 0 3 1.03 1.03 .03 1.04 1 _ 06 1.06 1.09 1.11 1.07 1.03 1.00 1 , 0 1.00 0,99 C 99 1.01 1.04 Signal Timings • 0 PATTERN SCHEDULE FOR T1349 910 OFF W1 F - M183: 15 0 9 10 23 1 4 600 5 13 30 1 4 300 3 44 18 1 4 930 5 13 30 1 4 1545 7 17 54 1 4 1845 5 13 30 1 2200 10 23 1 4 • • 2209 RAIN R MSG y i3 2 15 4 2 23 4 2 60 4 2 23 4 2 22 4 2 23 4 2 15 4 Signal Timings HWY & DO UGLAS RD FOR DAY # 4 (SECTION 220 R DG 7 3 10 3 9 3 7 3 9 3 7 3 9 3 10 V 4 4 4 4 4 4 4 S Y 34 CISC 7 66NITE 0/2 SCOFF PEAK 7 103AM PEAK SCOFF PEAK 101PM PEAK 5002E PEAK 66N1TE 0/2 Appendix C FDOT's Quality/LOS Handbook Generalized Tables • LOS Table Miami Dade Transit Authority Metrobus Route Information TABLE 4 - 7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Level of Service �,a.d3cs Di'idc,d i 1 C r3 1, ivided f 00 340 6.70 950 1,300 2 Dvided I,060 1.720 2.500 3,230 3,670 3 Divided 1,61))0 2,590 3,740 4,840 5,500 STATE TWO-WAY ARTERIALS Class f (> 0.00 to 1.99 signalized intersections per mile) Lanes Divided A 1 undivided 2 Divided 250 3 Llivided 380 ded 490 Class 11 (2.00 to 4.50 sign Lamina Divided 1 Undivided 2 Divided 3 Divided 4 Divided A ** ** ** Ler'et of Service 220 720 860 890 1,530 1,810 1.860 *** 2,330 2,720 2.790 *** 3,030 3,460 3,540 *** terscetions per stile) Level of Service 13 C D E 100 590 810 850 220 1,360 1,710 1,800 340 2,110 2,570 2,710 440 2,790 3,330 3,500 Class 1,1 (more than 4.5 signalized intersections per mile and not within primary city central business district Oran urbanized area over 750,000) Level of Service Lanes Divided A 13 C D E 1 Undivided *`" ** 280 660 810 2 Divided ** ** 650 1,510 1,720 3 Divided ** ** 1,020 2,330 2,580 4 Divided ** ** 1,350 3,070 3,330 Class IV (more than 4,5 signalized intersections per mile and within primary city central business district of an urbanized area over 750,000) Level of Service Lanes Divided A B C D E 1 Undivided ** ** 270 720 780 2 Divided ** ** 650 1,580 1,660 3 Divided ** ** 1,000 2,390 2,490 4 Divided ** ** 1,350 3,130 3,250 NON -STATE ROADWAYS Major City/County Roadways Level of Service Lanes Divided A B C D E 1 Undivided ** ** 480 760 810 2 Divided ** ** 1,120 1,620 1,720 3 Divided ** ** 1,740 2,450 2,580 Other Signalized Roadways (signalized intersection analysis) Level ofService Lanes Divided A B C D E 1 Undivided ** ** 250 530 660 2 Divided ** ** 580 1,140 1,320 Source: Florida Department of Transportation 02/22/02 Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 hrrp 'iwrw'wl i.mytlorida.corn;'planningisystems snrr'los//defaulthim FREEWAYS 1nterohangc spacing ' apart Level of Service Lanes A 13 C 13 I 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 4,411) 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 Interaange sp3eing < 2 mi. apart Level c3#"Sersicc Lams A B C D E 2 1,130 1,840 2,660 3,440 3,910 3 1,780 2,890 4,181) 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 6 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 geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Paved Shoulder/ Level of Service Bicycle Lane Coverage A 13 C D 1; 0-49% ** ** 170 720 >720 50-8461, ** 130 210 >210 *** 85-100% 160 380 >380 *** *** PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not the number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Sidewalk Coverage 0-49% 50-84% 85-100% Level of Service A B C ** ** ** ** ** ** ** 120 590 D F•. 330 810 520 990 >590 *** BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service Sidewalk Coverage A B C D E 0-84% ** >5 >4 >3 >7 85-100% >6 >4 >3 >2 >1 ARTERJALINON-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% Multi Undivided Yes -5% Multi Undivided No -25% ONE WAY FACILITIES increase corresponding volume 20% '"This table does not constitute a standard and should be used only far general planning applications, The computer models from which this table is derived should be used for more specific planning application,,. The table and deriving computer inodch should not be used ter corridor or intersection design, where more refined techniques exist Values shown are hourly directional volumes for levels of service and are Far the automobi!rrt-suck modes unless specifirat!y stated. Level ot'servjce letter grade thresholds are probably not compar,bk across modes and. therefore, cross modal comparisons should be made with caution. Furthermore, combining levels of scrsice of different nodes into one overat! roadway level of sen,aa is not recommended. To convert to annual average daily traffic volumes, these. volumes must be divided by appropriate U and K factors. The table's input value defaults and level ofservice criteria appear on the following pate. Calculations are based on planning aypiications of the Highway Capacity Manual, Bicycle 1.OS Model, Pedestrian €-OS Mode! and Transit Capacity and Qsalitq of Service ?Annual, respectively for the autemobilchruck, bicycle, pedestrian and bus modes_ **Cannot be achieved using table lout value defaults. .*.Not applicable for that level o€soviet letter grade_ For automobile/truck modes, volumes greater thug level of service D became F because intersection capacities have bean reached, For bicycle and pedestrian .modes, tine level of service ictter unite (i€kaudittp Ft is not achievable, because that is no maximum vehicle volume threshold using table input value defaults. 7 LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 2002 QUALITY / LEVEL OF SERVICE D E CLASS ARTERIAL 1LU O 0 270 720 780 O 0 650 580 1660 3LD O 0 U 0 1000 1350 2390 3130 2488 3250 [Y� PERSON TRIP LEVEL OF SERVICE A B C D O O 0.35 O 8 8 8 8 0,39 6.40 0,42 0.95 OM 0.96 1.00 1]DO 1.00 MAJOncITY/CuUNn ROADWAYS (NON. 1LU O O V O 0 8 480 1120 1740 760 1028 2450 810 1720 2580 O 0 0 M8 0.65 U�94 � ' 1.00 O 1.00 OTHER SIGNALIZED 1LU U 0 250 530 660 noxovvaYo 2UO D O 580 1140 U U O 0 0.38 0,80 1,00 Source: FOOT'a20U2Quality/Level nfService Handbook 11) THE PERSON TRIP LEVEL OF SERVICE IS DERIVED BY DIVIDING THE FDOT'S 2()02 LEVEL OF SERVICE BY TFiE LOS E FOR EACH TYPE 0FROADWAY. • • -al Wa y ��W24 �t 1 'ray MAX ) St M.AY, IPIA HEIGHTS Miller Dr r 0i cf) 112 KENDALL 46 J SW 104 St 0 0 E > 826 4 Coral Wa w 1 Sevilla 69 Bird Road Ara on 0 Anastasia 0 CORAL 0 GABLES 1. ' . Blue Rd 'Dadeland South Station Miller Dr orth PINECREST Vizcaya Station r2, ez,,,, os. „0„ ..(..i‘ 152 v . niversity mil :ii S Miami 3 tion Sunset Dr 05 Coral Way SOUTH MIAMI gtas Stati CC 27 Grand Ave * • 30,9 Ci87480 "2,i4/2i307 10:50 FAX ROU C. 3 3 5e,ai-h1TnkxnTi HCE;V0AY DA'dk: 1044: 0 3J3 9/07 CHECH 2) DATE 1ft431: 10/01/06 0:S/29i07 i1 3 CT944 74 111, i4 3 CT8$ 71 ST 14 3 4Te0? I 6875 W 2 CT8i 136E0 is 65 STOW 2 AV 44 65 STOW 1 AV 833LM4 AV914 61 TE PALM AVOW t2 47 86143 AUO94 5C ST PAIN AV31 531 .ST PALM Avew 55 ST PALM A5844 53 /E; PALM AVOW 51 IT PALM 6v8.4) 49 5'T PALM AVOW 4800 PALM 3V69 4500 (APPRO5) PALM AVOW 47 ST PALM AVO44 41 ST PALM AVOA?FROX 13950739 PL) 8.M..M AVVW 37 ST 376014 AVOW 34 ST PALM 3VP1 32 ST 7A5N 39QMt 30 5T PALM AV114 28 ST PALM AVOW 26 ST PALM r 044 23 S7 HIALtAEt STR8731 E 21 ST FAil4 AvPW 21 8T PALM A4114 19 ST PALM AVOW 17 22 RAT/4 AVQ5 15 ST AAI_M AV644 13 5T t'6224 R5F0.1 11 ST PALI4 AV814 9 ST PALM Ave* 33 ST PALM AV144 7 S.E. PAJI4 AVi14 6 3'l 45 3 5S8e'ALM A!' is 3 5761 .1 Av H1ALEAH 01g1UC64YPT0o D11 1E:/F1 HIALEAH ABLE 4 AY SE 4 AVYSE: 3 ST (5/4i SE. 4 AV8E'ASK E; HO NA Pm (S/N) 5.6 4 AVP1 OVEtt'HClfis.".£ ND 4A0'1' 4344:3 AOTAL POINCIANA BLVt3 LAST oNe;EAsTwA4f7 DR BAST I080LA5N14014 DA 5414 36 STt W/LI/EH I83 NW 16 S1111'.R1; (73z NW 42 POSH .36 ST SS 41 Av8NW 27 Sr M1Ap5U46R LS100311 110.61P N44 11. .1-4Nw 38 AV 13;44 71 STRW8 .37 AV ROUTE 3731 3 C LE RE60N.7 t:° 1 QC 3 E1t1 ti A.16105 35 AM P3AK MID PEAS( PM 371161 0)11 P£dc5 743761 130 t:. 830 830 so 14.10 1430 to 17 30 1 )31 to 5301 0 Or 6 TRIPS C'HEC13374) 1 [3T 12 TRIPS CH3C.EC53 7 OF C TRIPS CHECKED 1 OE 10 TRIPS PEEC33310 6 33' 34 7435'5 0.13127C1.' AVC" #VO AVG 4IOMN 6V1 AV3 AVC C0'5 6590 Av0 Av6 Ct,7444 Avi3 RvG 35913, 3_5555 J33`i3 AVG ,4V4 Cd.Mm (A 0137 LO.A3) LORD 0$ OFF 531435l (,0A0 C' 0FF 53330 LOA13 3133 uFF" 50A.0 I..OAD 06 pE"F .L0A0 433/437 43 3 N 3 0 3 5 0 0 0 43 0 43 0 3 8 2 0 4 8 43 0 17 1) 1 0 3 10 it 43 4 43 t 0 1 1 1 to 0 0 4 3.7 .1 0 0 9 4? 0 1 1 0 0 Si 0 4 11 0 0 `'z 9 0 0 1 1 0 9 l 0 4 13 I 0 6 11 0 0 1 i '1 0 3 43 4 13 0 8 6 13 0 0 1 rl 41 0 0 4 13 1. 0 13 0 0 7 1 11 0 n 0 4 .1'3 I 0 14 0 0 1 1 1) 0 11 0 4 13 I 0 E 15 0 0 1 0 0 0 0 4 1:3 0 0 8 15 0 0 1 1 0 di 1 0 s 15 L 0 €1 15 C 43 I 1 0 0 17 0 53 14 0 1 1 14 1 0 2 2 0 0 1 0 14 f3 1 7 3.3 93 0 ., 2 0 i 0 16 11 18 13 30 1 0 3 3 4 1 D 0 6 17 "i 14 1fi 3'1 01 3) 3 1 0 O 0 6 17 13 0 143 35 0 0 3 3 0 0 0 0 6 ;V 1 0 3( 33 0 0 3 S 1 0 1 0 22 1 1 16 32. 1 43 4 4 1 0 0 0 8 23 0 0 26 32 0 0 4 4 0 0 O 0 31 24 0 3) 16 .37 0 0 4 4 9 13 O 0 6 14 0 1 181 30 0 0 4 4 8 0 O 1 3 21 0 "l. 14 77 0 0 4 4 ?3 1 1 42 4 23 1 0 14 28 0 tl 4 43 1 0 3 0 53 2'5 1 1 14 28 P 4 4 4 1. 0 O 31 8 24 7 .1 34 2'7 V .0 4 4 13 11 11 2 16 49 10 53 1.43 37 3 1) 7 1 3 3 .1 0 18 53. 3 0 21 4e 0 .0 7 7 0 0 0 12 53 0 0 21 42 0 0 7 7 0 0 0 0 17 51 0 1 20 40 it tl 7 7 0 3 0 0 1"7 52 0 0 20 41 0 4) 3 7 0 4 43 1 al !A) 1 3 18 .35 0 0 7 0 1 0 1 16 48 1 1 133 36 0 1 17 41 0 I O 1 1.5 45 0 1 17 34 0 0 3; 17 0 i 0 1 18 42 33 ,3 16 .32 .0 31 6 31 1 2 l 1 14 43 0 2 15 29 0 3) 5 6 0 :1 0 r 12 36 0 1 14 27 0 t+ 6 0 2 3 13 40 1 0 14 28 0 " 4 4 1 3 1 1 13 39 0 3 12 z 3 0 0 4 4 3 7 0 0 13 711 1 2 10 243 0 0 4 1 0 1 2 1 13 40 1 0 11 22 0 2 2 7 1 1 3) P 13 4* 0 0 11 22 0 0 2 2 4d (3 0 0 14 41. 0 0 11 22 0 0 2 2 0 it 0 0 14 41 0 0 Ii. 22 0 0 2 2 C3 0 1 V 14 42 0t a 10 20 0 0 7 7 €7 1 O 01 11 112 0 0 10 20 tl 0 2 0 0 0 1 13 411 0 1 9 18 0 0 4) 3 17 2 12 3G 1 2 A 76 0 0 3 0 1 8 0 72 3G 1 0 9 17 0 0 2 0 (1 1 i; 13 40 2 0 11 2i 0 0 2 3 1 3 0 0 13 79 0 0 11 21 43 ( U47 5 2 16 47 4 2 13 243 1 1 ;1 9 9 2 33 16 49 0 0 13 2.6 31 0 3 3 1 0 0 0 16 49 1 0 14 77 1 0 4 9 37 0 4 4 84 5 5 10 19 21 7+ 2S 26 21 S 33 :tat z9 49 64 10 `8 4 62 9 10. 57 9 Ss 16 93 17 102 47 102 37 9r3 17 99 16 `43 1S 90 14 85 I3 133) I3 543 Ali. 69 12 72 11 46 10 A2 11 t4 11 4i4 13 63 17 65 64 1.1 C,4 10 60 `34 9 55 11 61( 10 62 13 r a7 13 8 1:3 '313 • 353174'C 27 DoiDA WEEROAY DATE E4iN; 0 970/ (711FC1:5::i4 3'<A 'k'RC - 10/01/46 TO: 03/29/05 NW 37 AVbl+Yps IA 'CE NW 37 AV@NW 1.7 ST /ry Nid 37 AVHNS 16 ST' NW 37 .AVQt4td 14 ST NW 37 .AV4614' 17 TS: Nw 37 AV514W 11 ST NW 37 AveNw 9 $T NN 17 AVy3Nw 7 ST NA 37 Avet04 4 TE NW 31 t3VE;434 2 5T 31J 37 AWN r.CAGLER S7.° 3W 37 AVePOWSECA AV SW 27 AvRmC1441ILLA AV 3W 37 AV9So7 11 ST SW 57 AVE!SANTILLAN : AV SU 37 AvE5 .D42W1A AV' 6''4 37 )sVPME ONES AY SU .37 AVI?A1.41ANPRA CP ,i33 37 Avetfl.N0RCA AV SW .37 AVNEIi1ALt?A 14V SR 37 AVQC64AL WAY • 334 37 AVPS ,VI31.,A AV 'l 13W 11 AVfiltALA A AV 1W 37 0$C0C084UT GROVE flli SW 37 AVPSH 27 a1` OW 37 AVf15W 20 ST 4 814 I7 A'VeSW 29 S1' SW 37 30/ 6w 40 ST r DOUGLAS RD STAT10103100 101 37 AV SW 37 AY@0AY AV Sid 37 AVQf£P,CIVRI. AV 33 31 AVOrtOatSfA9 AV SW 37 AV$GSAND ?4V SW 37 AvtiCONEL $ Ts Sf! 37 AV1i1[0Mp30A7 AV SW 37 AvOcRAWro t© AV ) S"li 31 AV$POIKC1AMA AV sw 37 AvELEAFY WY • SK 37 AVek;3.:, .PRAM) BO S19 37 AVO.P1NB1 AV nw 37 AVQPAtiRE 414 INGRAHA 1 HXP.HA.RDEF: kb ) INGRATLAM trfrNArlt510R A1V fo RAHAM 81,f8 TTERSE6C RD 1 I N GRAHAM RY@PI15CER006 RD I NGRAH[AM i3-8B1t3GP1T044 Pt, SW 72 STPC:OC:C)PL0M PLAZA SU 72 -STeGRANk]3 51) . SW 72 STPNLHANSA ST SH 72 ST>t1M1411.€LLO ST SW 72 5T! FIARQUERA, ST SW 77 STWMA.YMADA ST SW 7.2 S18MER70NE ET 514 71 5'TETR203460 ST ROUTE rsu)FTL2 155057 S14 PEAK MID P5;1 6 PE AA rr sEAIc 530 to 030 320 to 1430 143(3 to 1710 1710 to 530 ( OF 6 1161891 CHECKED 3 0P 12 TRIPS CUC1t$11 2 or 6 TRIPS C){EC"K717 1 OF 10 TRIPS' r i15;;[21oE5 #wi AVC AVG (:371 f I3V0 Hv( AV(; CUM AV(77 AAVG; AVC, Cvm4 AV4; AV47 AvG osmw ON Off' LOAD LOAD 00 05'3 001E WAD ON OFF LOAD LOAD ON 4F31" 1,3311; LOAD O 0 15 10 1 1 14 2i 0 u 2 17 17 7->2 1 ( 15 79 1f 0 O 0 17 52 0 1 14 26 0 0 u 33 1) 52 0 0 14 26 r 13 3 0 18 S3 0 0 11 25 n r} 1 1. 17 `)7 t) 1 14 27 U 5 6 1 76) (0 6 2 l+3 36 0 0 9 3 7U 54 4 2 20 40 4 G 2 3) :r0 09 3 0 77 46 0 .0 (3 2 277 85 1. 4 ;'r} -30 t) 0 (3 7 27 611 '1 4 2:3 56 .3 (3 (3 5) 2+'6 /3 S f 24 4�+ (3 0 8 0 26 79 0 13 24 .33 .0 0 3 13 22 66 4 5 23 4t 0 2 0 0 2.. 66 0 3 113 1', 0 0 0 1 65 i3 2 21 41 U 0 .1 0 22 0 3 I x? 3 41. (t (7 O 1 22 65 7 2 20 39 13 1 O 0 22 65 0 (7 20 1$ 0 0 O 0 22 65 (7 0 20 35 A 0 5 6: 21 62 3 3 20 3.9 1) 1 i 0 21 63 3 1 21 42 0 0 O 20 59 1 1 21 42 0 0 1 19 58 1 2 20 39 0 1 O 1 .19 50 7 1 25 40 0 0 13 .1 1i 33 0 4 17 33 T 0 0 1 :17 56 U 1 16 .3.1 0 0 G U 17 S'n 0 0 11: 3) 0 (9 3 10 10 11 7 14 a 7 2 2 O 2 6 25 I 1 4 8 1. O 0 1 8 24 0 0 4 8 n n O 1 7 2(1 I 1 9 0 0 O 1 7 233 U 1 4 13 0 0 O P 6 19 1 0 5 10 0 3) 1) 1 6 17 0 0 5 10 0 0 U I 5 15 1 0 6 1( 0 0 0 0 5 15 0 0 5 11 0 C 0 0 5 14 0 U 6 11 0 0 n n 3, 14 0 0 6 1.1 0 u O 0 5 25 1 0 6 1.2 it 01 O 0 5 35 E) 0 6 12 0 1 O 0 5 14 0 0 G 12 0 0 (3 0 5 14 0 0 6 12 0 0 O 0 5 14 0 0 6 12 13 17 O 1 4 13 0 0 6 12 3; 0 0 0 4 12 0 I 6 11 0 O 0 4 1..3 .1 1 E 11 0 7 (3 0 4 13 1 0 6 12 0 0 O 0 5 14 1 0 7 13 0 0 0 0 5 1.4 1 0 ..1 1.1 (3 () 1 3) 5 17 0 0 ) 10 0 0 0 0 6 10 1 0 33 15 O G O 0 6 19 0 0 1 1.5 0 n 0 0 6 19 1 1 9 15 0 n 51c0E : 2 O1: 3 3273(300003( 03030110 TOTAL 6 13(3 Avla 11EA 14 11410S 5V43 j91; OFF 7.tsi, 3e f 7553 LCAD 4 4 0 0 13 73 4 4 1 0 14 95 4 1 9 U 14 84 4 4 U (4 14 04 4 4 0 6 34 05 1 4 8 7 74 52 4 4 S 17 11.04 5 `) 5 ( 22 .120 2 :2 r) 23 110 _r v 0) 2 22 13e 6 3, ., s 27 3 2 6 ( 6 (1 22 152 a is 0 d;3 27 112 4 4 3 6 )9 :11.0 4 0 1) 15 719 4 4 (3 3 1'8 110 4 1 1 0 19) 112 .3 0 1 18 107 1 0 O 1(i 7 777 2 3 4 1) 103 1 :1 15 10/22 17 1 17 1(}.1 'S 1 �. IS 40 3 (3 35 97 2 0 2 1.5 81 0 1, 14 82 2 U 33 14 €73 2 3 1.£i 7 10 3 1 1 ti .36 .3 d'! 0 6 3 3 0 1 6 33 0 1 33 0 3) 5 32 U U S 30 0 0 S 29 () 11 5 29 I n 3) 5 29 3 u 0 1; 13 7 0 ) 5 30 0 (3 5 29 2 13 (3 5 2(L'I G 0 (s 217 t1 {4 ; 76 2 7 ft 0 21 0 3) d 33.`, ,3 3 O O O T3 I R Ls 0 6 0 O 0 2± 29 32 34 35 25 ROUTE 0110111LE REPORT 6100T61 12 Sobthkrouod /23 0 WEEKDAY 0 4)ATO RUH:. 03/29/07 AM PGAY 1111) PEAK PM PEAK OFF MAK TOTAL CHE,C:fie;D 0AT8 FPO-1 10/01/06 :510 to O:611 130 t, 1410 )430 to 1730 1130 to 530 30 TO: 01129/01 0 0 6 TRIPS GM0CK610 3 01' 12 TRIPS CHECKED 2 nr 6 TRIPS ;'.:HW:C441--.Z ) Or 10 'MIS C'iii:23:02.e 4 OF 34 TRIPS C111110XED 0 AVG hVG AVG COMM AVG AVG AVG GUM'S $20G AVG AVC 05693 AVG AVG AVG ClPP1 AVC AVG AVG GUHM ON OFF LOAD LOAD ( GFP LOAD LOAD 09 302 1.0100 LOAD ON OFF LOAD Lora) ON 001' LOAD L'2ol) SM 7-? STRSW 53 AV 1 0 7 21 1 4 0 15 -0 0 1 1 1 0 ,i, 37 SW 12 STONKRYIA ST 0 0 7 21 0 0 t. 15 0 0 11 1 0 13 6 31 sw -,2 3rOmmuftz l'A' 0 0 7 21 0 0 :Fi 15 0 0 1 .4 0 0 6 r SW -'2 ST0914 SO AV 0 2 5 16 1 3 C 11 2: 0 3 1 1 2 3 30 SW 12 STRSW 61 av 0 i 4 13 0 2 4 9 0 0 3 :4 0 1 4 30 SW 6 AV(iiSOF A ST 0 2 6 0 1 c -) 0 0 7 :7 ti, 1 3 16 SW 6Z AVPSW CP ST 0 11 2 6 1) 0 4 7 ii () 11 3 0 0 3 16 SW 67 AVW11114 64 ST V 0 12 6 0 0 4 7 0 2 1 3 1) .i.) 2 i 4 SW 64 STOSO 60 AV 0 0 2 6 0 1 3 6 0 0 1 1 0 0 2 17 :34 59 MeSW 64 FT 44 0 1 6 0 0 A 6 U 4) 1 1 D 44 2 11 SW 50 PI41001 67 ST 0 0 2 i 0 0 1 6 0 0 1 1 0 0 2 i3 SW 5-9 PLOSW b9 ST 0 0 2 G :). 0 3 c 0 41 3 I 4) '4 iI SOUTH MIAMI STAO5919 3w 72 Tr 0 2 0 0 0 3 0 0 11 1 11 0 0 2 0 0 TOTAL/MAX/MOW 94 d6 30 03 91 )1 2.4 17 lb 16 25 76 23 lin 00 04 Yia VI04i54 3 os 3 aIGNur: 43u:3 034,0114476 • * 004/01;8 ait. )0/01/06 Tts: 03/79/133 ROi3TE PRC3F7h1: 14.P03t1 VAr.i$ ; 2 3F 3 57 )7U13: isu, 13Ti=;Cil7 AM PE.A1 342P Ff.AY 7 i Y)7,IS OFF PLAA 5S0 Lu 63D 830 to 1430 74.30 s0 1730 173t.1 to '_+A0 1 OF 6 TPIPS C1iF.c111/73 3 OF .12 TRIPS CNRC1137 0 or 7 TRS1S C141713 17 2 177/ 11 'GRIPS CH C:110 5 OF 1E TF,175 CHEC1,C} AVG AVG AVG CIDT3 RVG AVG FVG CC3213 AVC 112CG AVG C1IP13 AVG AVG AVG £J !DT# 7 Aa .R/.S; 7ct7., 7)v131,4 ON OFF LOAD WAD 07 O73 LORD LOAD Gm OFF 7.17A31 Loan ow oFF i.oAo, LCAi7 r31d Dfi 7' 1 1t3 LOA* St217333. e7IAta1 S1'AS5949 511 /13 ST "2.1 0 .23. 21 2 13 L SW 58 PLf45W 64 S7- i !) 2' 2. 0 /7 17 SW 59 3'h11334 68 CM 0 22 22 3 II 2 1 :;sa 59 i'L S4 61, ST 0 G 1a 72 C fi 7 7 314 137 103/34 61 71 1 0 23 23 0 3 2 7; SW 64 . rf.i3W 660 Au 0 0 4:1 27 0 7) 2 .11 5Y7 32 AVWS3 64 ;T 0 0 23 23 0 a 2 7 SW 132 A/353 6r7 ^.,t3° 0 0 13 23 13 .t 3 8 :33 63 1V13773 20 71' 1 0 24 24 3) 0 1 17 S W +2 771373 61 3317 1 0 25 25 9 0 '3 13 S 34 72 ST1SW 581 AV 4 I 38 28 v i13 1 73W 72 41,44/6l '.,4 AV 0 0 213 2R 0 0 2 13 SW 1.2 STP54 ;3 AV 0 7 26 21i £` 0 3 9 SW 72 ST173 52 J,V (1 0 26 26 0 13 3 4 Si3 %2. STeWE3TO3C :T 13 0 ?a 26 0 C 13 13 S14 '72 S1E53 49 Av 3) 1 25 25 0 3i 2 7 .ttg 42 STWWW 47 AV 0 1 2.9 21 3 0 3 R SW 72 ST1?3AMARIN ST 0 0 24 24 7) 0 3 13 SW 12 :in7WALMANSA 51 0 0 24 21 0 13 3 4 i Sw 72 S7WQL0 GVTLRA AD 1 8 133 17 0 0 3 10 Y tx7EwATi.li 00804 300 (3 0 17 17 0 3) 1 713 EDGEWATER 1R$4 50 1 0 111 38 0 0 4 13 171)0RNATE1 001A1D00 3,AS R:D 0 12 6 6 0 1. 3 10 eta SW 37 AVP7AT7TRS1A R3) 0 0 1 6 7 0 3 10 Q :W 37 RV@N i'R0713' 11' I1T1) (1 0 fi 7 0 13 3 11) • .1ii 3') AV4 K1,111A 011 C) 13 6 6 0 0 3 10 1` .1 777 AV'4PA3x: 1.61 (7 D 6 6 t1 3) 3 la M SW 37 AvROP PINE A❑ 0 3 5 C3 i3 3 10 5W 37 AV1rtn31 HY 0 €3 5 5 0 () 3 10 uW 17 Av3Iai 1PX All 0 €F 'j 5 0 0 3 11) 514 37 13V QINC'1A13A MI 0 0 1 5 0 0 4 1 i SN 3; AV@P11NET1O AV 0 0 5 5 0 (0 1 31 SW XI AV13CE3H(, 3711' AV 0 0 '3 5 0 0 4 1 i .af4 37 7v1C34ARI.FS AV 0 1) a $ Cl 0 4 11 9* :37 AC1GRAND AV ` 1 0 6 6 0 0 3 1E0 SW 37 AVi30A,1 R9 1) C3 6 6 0 1) 4 13 SW 37 AV1C37 1 0 0 to 6 1 0 5 15 73+ 0xx111317S 1711 s1171u393100 734 37 AV 8 1 13 13 21 2 2.3 70 N SW 37 711111113 RD 1 0 14 14 0 0 23 70 et 114 17 AVNSN 25 S7 1 0 35 15 1 31 24 '73 s° 5W 37 AV1SW 27 LW 1. 1 15 15 1 4 22 66 ,ra :a SW 37 AV1SI4 26 'tom 0 0 15 15 1 0 22 67 'ti 3* 37 Av1Sw 26 ST 0 0 15 15 2 1 73 70 SW .37 Av@S3 24 T.0 0 0 15 15 1 0 24 72 °`' .SW 37 AVWSN Z3 ST 0 1 14 1.4 1 I 24. ->L n, SW 37 AVP44i 77 ST " 1 2 13 13 7 5 76 79 k}sW 37 AV@$W 2 2. 777 0 013 13 3 1 T.33 63 wy SW :37 AVk15§1 lU ST U 0 13 13 Cl 0 26 Al 5[ 37 Av@-SW 1 7 ST 1 0 14 14 0 1 2'7 84 SW 37 7411S3 1E ST 2 0 13 36 I 3) 18 84 SW 17 AVP:S3 14 ST 0 0 18. 16 '1 0 19 9C "N 37 71ESN 12 ST D 0 16 16 0 0 29 A6 ▪ SW 37 AV1SM 9 TR 1 1 16 1.6 0 7 7'7 60 ., SW 37 }73QFSi A AT 2 1 17 I7 )0 3 34 I.131. :71 .71 1 0 _. 13 17 T 30 1 0 7 l 0 G 32 (3 0 2 3 7) 11 7, 3', 0 0 2 3 i3 27 ... 2 0 0 2 :7 (3 :; 5 312 3 1 2 5 1) i1 0 0 2 .3 13 13 G 7.3 (3 0 2 7 t7 0 7' 34 O 3 1 3.3 1 0 h 'i 4 (3 0 1 2 7) t7 1S 3 _) (3 1 2 1 0 A4 0 i 0 0 70 () 1 2 0 0 6 ;i 7 J 1 2 i) 0 7/ 33 7/ +` 2 3 it 0 x3 3 7 13 0 x 3 13 0 , 3i O 0 % 3i 0 1) 1; .35 1 t) 2 4 1) 0 6 311 7) 0 3 9 0 0 1 0 .1 5 1 1 .3 33 1 33 3 F 0 0 6 33 O 0 :s 6 D 13 6 •35 1 D 4 7 (3 3 4 133 O 0 4 7 0 13 4 13 O 0 A .3 (7 /7 4 23 1 0 4 H 0 :U °@ 2.3 Al 0 4 @3 13) (i +7 24 S) 0 4 A3 1 i i3 4 2 "y7� (3 ti 5 7 (7 1 4 24 0 9 5 3 0 0 1 n5 0 0 S 9 4 D '7 "25 0 0 5 °# (} 73 4 v" s O 1) 5 9 0 G 4 1) 0 5 *4 7} 13 4 ?5 O 0 5 4 0 0 1 13 1 G 5 10 1 0 13 31 3 2. F 32 2 713 913 0 (33 13 12 C' Ci 13 5f 0 3 5 10 1 17 16 98 a 0 5 10 3 13 91 O 0 5 10 t; 0 15 92 2 3. 7 1.3 2 I 16 98 1 1 .7 14 I 0 1? .1i.'07 t 0 '3 14 7 1 t7 1(3/3 1 0 31 15 4 3 17 141 J 1 1 14 13 i 137 (7/0 £ 0 7 1.4 97 0 J1t 11/7 !) 0 , 3 4 0 0 171 1/73 $) 33 15 1 t1 19 115 1 8 1.5 1 27 215 11 0 0 I3 1:3 0 71 370 i>T O {i 6 1.5 7 13 13 111 1 1 13 16 6 a° 22 04 • * 1t741°3'o J^. 4orth33ouTG1 w1 EEDAY UA1`E A.17W +11/:19/07 71-1EC600 DATE FRIM. 30/0'3/06 O 03/24/07 110011: 10 )711-,F REPO- ' PA(81:: 2 OF 3 0360 y3C?1° Bars 0.91)F206 AM PLAY # 1 0 PRAY. 217 530 ts?. 8.30 no Lo 1430 1430 c.o 67)0 7770 .:) !aaU 1 Ut 6 TRIPS I.:W:CAE/3 3 DE 12 TRIPS 0HECKE0 0 OF 7 `13t=P.a, r`,11:ca6F_o 2 91" 11 TR1� ' S °:H..c,PCF;L 5 Of 36 I IPS g.li�CS�� AVG AVG AVG C0NM AVG 1(VC A2C i_trrm AVG Avl) Are; CUHE1 7%1) AVC, Iva. :-Ua2M vr; /120 A?d1, Crr r ON 0F'4 20Ai7 LOAD ON 0171E .,t0A'4 LOAD ON OFF :10fii; LOAD (34 CWF 3:CAL9 7,04in c a C3:S E" /377)0 LOAD Sw 17 :A.V45 4 ST 0 1`1 19 it 33 34 702 uW ;7 AVOW FLAGlF.11 5'T ° 4 2 Z.i 21 3 1:1 716 jai NW 37 AV'8Nw FLANS ER TE 0 22 22 6* 26 2+,3 NW 37 AY Ow 2 TO 0 7.1 19 19 1 26 79 NO T7 R2Et96 4 ST CS 0 19 19 C 1 24 78 17W 17 AVOW 7 ST 1 7 13 73 '1 10 10 Ss .NO 37 AV137st4 9 ET 3 3/ 10 ;10 3 1 314 54 NW s7 AV6316 11 AT 0 0 10 10 1 I 10 ",05 NW .37 AVOW 12 TE 0 0 10 10 1) 0 16 NSA 3 7 AV413W 14 17 7) 0 10 10 0 1 11 S 1 NW 3:'i AVL6N1 16 ST 27 ti 10 10 0 0 17 S7 t:ai 37 Av73 ti .17 ST - 0 0 1{1 :30 (7 0 17 51 NW 37 AVOW 18 34 0 1 9 1 1) 77 15 46 NU ' 1 STOW 37 Av 1. 0 1U 10 U 1 24 4 A gw 21 S-36.1*1 39 AV 0 t3 10 10 0 0 14 43 311A111./067R. LEVEL P1b41 * 1 4 '7 'Y 2 4 12.t7 ul4 42 AvpbA4 Z5 :S2' 0 0 7 7 0 0 12 37 "` iiiii 42 73 t 74W 27 ST 0 2 7 7 U 0 12 31 n N7 42 AVOW 212 ST 23 t1 7 7 0 0 17 36 €,'4d 42 AV OW 10 ET- 0 1 6 6 0 0 12 3G tl SFRV1G.6: KOONW 42 AV 0 0 6 6 0 V 12 3.7 b Rof 36 S '30UUL11X77, OK " 1 1 1; 6 1 3 I 31 U 7414 36 44`81)A0A.3 ST (! 0 6 6 0 0 le 31 • VW ;6 .STBF"OR75S'1' 27 0 0 13 6 0 0 10 11 • Nid 36 ST LEAST OR 0 0 G 6 0 0 10 3I a.ASa 11140S.,A9ARON 13R 0 0 6 6 0 41 1U 31 o EA5 T .00130ASTW7it1) 2)33 (71 13 6 6 0 0 113 '30 t EAST C4R9S 3t0Y3s1a POINCIANA RC 11 0 G 6 0 0 10 31 • 3AIRLF7AM OROE 4 AV * 0 it 6 6 1 2 .10 24 HIALEAH 1)060 3 AV lilYE} 0 0 6 6 0 0 0 :28 7 1 Av86 5 GT 5 u 11 11 0 13 38 r 1 AV07; t ET 1 1 11 11 2 1 13 40 3 1 AV$F 1. ST 2 1 12 12 1 0 74 4? 1 1 AVHE 11 ST 0 0' 62 12 0 0 14 41 6 1 6297 14 ST 0 0 12 12 0 0 13 40 E 1 A4'2E 17 " 0 0 12 12 U 1 13 39 ▪ E 1 AvtE 19 ST 3) 0 12 12 1) 8 13 39 'HTALOAN SPAE115 73 23 ST (', 8 10 ID 7 6 73 40 aE: 21 s'tC+N e AV 5 0 15- 1.5 2 0 1Ca 45 PA1X AV9E 27 ST t) i) 15 1.1 0 1 14 42 a 73ALm AVQE 20 57 0 14 14 0 1 14 41 PAL Av1+R 27 ST 0 0 14 14 0 0 14 41 q MIN AVOW 729 ST 0 0 14 14 0 1. 13 39 PAt,M AV@1 32 ST 2 2 14 14 1 2 12 35 1 PA31 AV@E7 34 _ST 0 0 34 IA 0 0 11 34 !: t'A77 AW'OE 36 ST 0 0 14 14 7) 0 11 34 (' PALM AWE 38 ET 0 0 14 14 0 1 11 31 PALM AWE 39 51` 2 2 14 14 1 1 9 28 F'ALA A4 3 1: 91 5'1 0 4 1 0 10 0 11 9 ; 7 a PA/M 7ir3E 43 .AT 01 0 10 10 u 0 9 27 FALM Av3.3 45 ST 0 2 8 8 0 17 4 27 PALMAV13 k 4735 2 2 8 9 0 :1 0 21 j PALM A49F 49 ST 0 3 5 5 2 0 9 27 W 177.4 AV OE 51. PL 0 0 5 S 0 1 11 25 0 0 E ' is 1 (7 171 1 :t :) 1 2 3 2G 19 114 0 0 . 11 1 U 79 111 O 3) 8 10 1 2 19 117 i it £a 10 0 0 177 .11.3 1 8 6 1 6 74 82 3) 1 8 1G 2 3 13 7'a O 0 81 1 7 .1 0 1 :? 8 0 t3 0 33 1 } '7:# i ii 0 1 14 t; n 1 'a 7 3 0 3 ;a :t:i 0 712 t:¢ 0 /7 1; ,7 1 3 I O 0 ? 11 0 1 71 6G O 7) I;3 v 4t 17. 07 .3 7 Pi 17 2 .7 10 *71 0 0 la 37 1) 0 10 2)6 O 0 7 7 0 0 10 i;.) O i) 9 17 0 0 10 (;{) 9 C 7 17 { 13 d13 59 O 0 a? 47 (0 1t) 6G 1 7 9 17 i 2 9 �, 4 1) 0 8 17 00 0 3 t,4 1 1 2 3.7 0 0 '1 '* 4 7 a 3 17 0 6 9 54 O 73 9 17 1t t1 9 5 4 0 0 0 41 0 0 9 53 0 1 9 15 0 0 as 52 O 0 8 15 1 1 0 50 O 1 ? 14 1) fP 3) 4n 0 1 7 17 3 +3 10 G 2 1 1 7 :13 131 64 1 2 #'i 3 1 1 3 1. 3 65 0 0 6 ) 11 0 11. F 4 0 to 7 11. 0 7) 11. 6A G 0 4 11 1) 0 :10 62 0 0 7:' 1 7) 0 1 t) E2 1 2 y 5 10 59 O 0 9 Z. 0 12 19 ) U .`a 9 {) 1 ,) 66 O 0 5 9 0 1 1 3 64 O 0 2 3 3) 0 12 64 3} 0 5 6 0 0 10 62 0 0 ,"a `D 1 I 10 58 0 0 7 9 0 {) t0 57 0 i 3 1 0 7 1 5i) 0 0 4 0 0 1) 9 14 O (7 17 3) 1 1 4 50 1 0 4 7 0 1 (3 2.5 O 0 4 5 73 !1 13 45 0 0 9 F3 0 id "r 43 O 0 4 S U i :39 0 37 4 6 ;1 1 7 10 0 71 4 6 t: 11 4 28 Ar.JIITE 37 Nortnboo931 WZMAY oATS RUN:: .03122i • r-RECKED nATU FR04F 05 10 0 0 PAIN M)1332 PALM A,./E ST PALM AVPE .57 R1 AYOS CO GT PALM A134P. 132 ST FALM A1/047 64 IT 14 65 5T4w I AM w 641 ST#W 2 Av • 7 13T554 6139 w 1 CTOW 68 ST w 3 CT1J44 11 ST 54 3 GTOw 14 PL k 4 Av444 75 .51' w PLtw 4 Av w 38 RIAU 2 CT w 2 cl1W3P .0 3575 w 13 cTilw 14 FL • 54 CTPW 14 131 4r. 42 • TOTALMAXImum 4.7 4C311F FROFILF mpr13F1 PWA:: 3 CT 3 2,1.M;.; s KM Pi3A1 wTo PCAX PM 43'..3°,14 oFF ri,:A n)rkt 16/01/06 S-30 to 53D 030 f4 4430 1130 to 1130 3i130 to 730 133./29/07 1 °I, 13 TRUS CHECKF.D 3 OF 32 TRIPS CHFC/M) il OF 7 TRIPS 1313400KIII0 2 or 13 TRIPS C31134214E3 6 OF 36 TRIr:, CI1413ht1V 7.13213* AVG.' A,VC. CtItt'S AVC: AvG AviI; ,311Mpf AVG Av,7 A1)43 cvmm AVG A'ZI /WC 13l11 11313AV 4V,7; CS;,MA,S ck, oer Lor,p. WAU ,:/ti OVF LOU LOAD ON Uf LW LOAD ON OFT 1),:W) LOAD GC OFT' LOAt 1,.1)0*1) '3 3 13 0 1 9 21 0 13 2 2 LI 0 R .3.1 0 13 2 2 0 0 a 8 21 1) 0 2 , '1 3 5 P.;. fl C ,, ,, ,0 0 5 74 O V 2 2 0 0 4 33 0 0 2 7' 3 0 4 44 13 0 2 -;." 4) 1 4 11 0 0 '.'. 13 0 I 3 9 0 c!, '-:i2 0 1 :' 0 fit 13 ?.: 0 1 0 1 0 13 Z ",:' 0 0 0 0 ti tr ;-:.° 2 0 0 '3 13 .0 0 2 13 0 0 0 n n :2 o fa 1 f.., 4 O 0 0 0 0 3 1 1 4.1. C 1) 0 0 0 1 3 0 ;_., 0 0 0 1 3 2 49 99 29 29 91 91 34 102 --- O I 4 1' '' 5 47 o 13 3 `,., 6 +.3 ,b 31 13 (1 .3 E.... II Li ,... .., 31 11 ,..) ? 6 13 ., 4 .2•3 0 ( 13 6 0 II 4 22 0 V 1 13 0 g.) A 73 (4 -A '.''. 42 0 13 ...;! 20 I) 's..' 3 5 0 1) 3 If( 13 'i i 1 0 1 1 1 S G 0 2 4 0 1 ..,-, 14 0 I. . . 71 0 1 3 6 13 1 1 .., 0 0 1 0 0 1 ..?. 0 0 1 4 0 0 1 2 0 0 1 4 O 0 1 2 1 0 3 6 o 6 1 13 0 0 .1 16 O 0 1 ,.. 0 i'. 1 5 0 13 1. 2 43 .0 1 4 R2 21 139 4/ 23 137 • • Appendix D Intersection Capacity Analysis Worksheets Grove Estates Intersection Assignment INTERSECTION MOVEMENT ' EXISTING PM PEAK rota FUTURE WIO PROJECT PROJECT TRIPS 16 FUTURE WITH PROJECT NBL 4 4 0 4 N8T 425 435 0 435 NBR 10 10 0 10 SBL 15 16 2 18 LeJeune Read! [ 5B7 SBR 727 15 742 15 0 0 742 15 Poinciana Boulevard ( EBL EBT 4 8 4 8 0 0 4 8 EBR 3 3 0 3 WBL 45 46 0 46 WBT 95 97 0 97 WBR 17 17 1 18 TOTAL 1370 1398 3 1401 NBL 23 23 1 24 NBT 226 231 3 234 NBR 1 1 0 1 SBL 15 15 0 15 Douglas Road f SBT 290 296 5 301 Poinciana SBR 208 212 0 212 Boulevard EBL EBT 23 16 23 16 0 0 23 16 EBR 5 5 2 7 WBL 3 3 0 3 WBT 24 24 0 24 WBR 10 10 0 10 TOTAL 844 861 11 872 NBL 0 0 0 0 NBT 159 162 4 166 NBR 475 487 1 487 SBL 0 0 0 0 SBT 270 275 8 283 Douglas Road / SBR 0 0 0 0 Main Highway EBL 0 0 0 0 EBT 0 0 0 0 EBR 0 0 0 0 WBL 786 803 2 805 WBT 0 0 0 0 WBR 29 30 0 30 TOTAL 1719 1757 15 1772 NBL r 8 8 0 8 NBT 443 454 1 455 NBR 0 0 0 0 SBL 0 0 0 0 SBT 604 617 1 618 Ingraham Highway! SBR 233 238 0 238 Hardee Avenue EBL 14 14 0 14 EBT 0 0 0 0 EBR 6 6 0 6 WBL 0 0 0 0 W1:3T 0 0 0 0 WBR 0 0 0 0 TOTAL 1308 1337 2 1339 • Existing Conditions • GCS Unsigna 3 ized Inters Relea TWO-WAY STOP CONTROL SUMMARY Ana lysIII DPA Agency/Co,; Date Performed Analysis Time Period: Existing PM Peak Period Intersection: Ponciana Ave / LeJeune Rd Jurisdiction: n?iami FL Units: U. S. Customary Analysis Year: Project ID: Grove Palace MUSP - #06270 East/West Street: Ponciana Ave North/South .St.reet: LeJeune Rd Intersection Orientation: NS Study period Oars): 0.25 Vehicle Volumes and Adjustments Major Street.: Approach Northbound Movement 1 2 3 j 4 L T 5. Southbound 5 6 T 5. Volume 4 426 10 16 727 15 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 448 10 16 765 15 Percent Heavy Vehicles 2 -- 2 -- Median Type/Storage Undivided / RT Channelized? banes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No "Minor Street: Approach Movement Westbound Eastbound 7 8 9 10 11 12 L T R L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 45 95 17 4 8 3 0.95 0.95 0.95 0.95 0.95 0.95 47 100 17 4 8 3 2 2 2 2 2 2 0 0 No / 0 1 0 LTR 1 LTR 0 No / Approach Movement Lane Config Delay, Queue Length, and Level of Service NB SB Westbound 1 4 I 7 8 9 i LTR LTR I LTR Eastbound 10 11 12 LTR v (vph) 4 16 C (m) (vph) 837 1103 v/c 0.00 0,01 95% queue length 0.01 0.04 Control. Delay 9.3 8.3 LOS A A Approach Delay Approach LOS 164 164 1.00 7.84 126.3 126.3 F 15 126 0.12 0.39 37.4 E 37,4 y Unsifinalized Intersections Release 5.2 ',Analyst: Agency/Co. Date Performe L1PA O--W - STOP CONTROL SUNMA Analysis Time Period: Existing PM Peak Period Intersection: Jurisdiction: Miami, FL Units: U. 5. Customary Analysis Year; Project ID: Grove Palace MUSP - #06270 East/West Street: Ponciana Ave North/South Street: SW 37 Ave Intersection Orientation: NS Ponciana Ave / SW 37 Ave Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Movement Northbound 1 2 3 L T Southbound 4 5 6 L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 23 0.95 24 2 226 0.95 237 Undivided 1 15 290 208 0.95 0.95 0.95 0.95 15 305 218 2 -- / 0 1 0 0 1 0 LTR LTR No No Minor Street: Approach Movement Westbound Eastbound 7 8 9 10 11 12 L T R ] L T R Volume 3 24 3 23 16 5 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 3 25 3 24 16 5 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 j 7 8 9 I 10 11 12 Lane Config LTR LTR 1 LTR I LTR v (vph) 24 C(m) (vph) 1043 v/c 0.02 95% queue length 0.07 Control Delay 8.5 LOS A Approach Delay 10 Approach LOS 15 1329 0.01 0.03 7.7 A 31 310 0.10 0.33 17.9 c 17.9 C 45 330 0.14 0.47 17.6 C 17.6 HCS; Signa ized intersections Release 5.2 Analyst DPA Agency: II1Date: Period: Existing PM Peak Period Project 1D Grove Palace - #06270 E/W St: Main Hwy No. Lanes LCConfig Volume Lane Width RTOR Vol L T 0 0 Inter.: Main Hwy / SW 37 Ave Area. Type: All other areas Jurisd: Miami, Fl Year N/S St: SW 37 Ave SIGNALIZED INTERSECTION SUMMARY astbound Westbound I Northbound Southbound R L T R I L T R L T R 0 1 0 1 0 1 1 0 1 0 ! L R T R T 786 29 I 159 475 270 12.0 12.0 I 12.0 12.0 1 12.0 0 I 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red A A A 55.0 4.0 2.0 3 4 5 6 7 8 Intersection Appr/ Lane Adj Sat Lane Group Flow Rate Grp Capacity ( s ) v/c g C Delay LOS Delay LOS Ratios NB Left Thru A Right A A Peds SB Left Thru A A Right Peds EB Right WB Right A 22.0 7.0 4.0 4.0 3.0 0.0 Cycle Length: 101.0 secs Performance Summary Lane Group Approach Eastbound Westbound L 983 1805 0.89 0.54 30.3 C 29.4 C R 1055 1615 0.03 0.65 6.2 A Northbound T 414 1900 0.43 0.22 34.8 C 8.8 A R 1615 1615 0.33 1.00 0.1 A Southbound 1900 0.44 0.36 25.3 C 25.3 C 677 Intersection Delay = 21.2 (sec/veh) Intersection LOS = C HCS : Unsignelized Intersections Release 5.2 1nalyst Agency/Co. Date Performed: TWO-WAY STOP CONTROL ;S.I.JMMLRb LPA Analysis Time period, Existing PM Peak Period Intersection: Hardee Ave / Ingraham Hwy Jurisdiction: Miami, FL Units. U. S. Customary Analysis Year: Project ID: Grove Palace MUSP -- #06270 East/West Street: Hardee Ave North/South Street: Ingraham Hwy .Intersection Orientation: EW Study period (hrs) : 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound 1 2 3 i 4 5 L T R L T R Movement 6 Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? II/Minor Street: Approach Movement r 14 0 0.95 0.95 14 0 2 Undivided 0 0 0 LTRLR No 6 0.95 6 0 1 1 0.95 0.95 0.95 0 1 1 2 -- 0 1 0 LTR No Northbound 7 8 9 L T R Southbound 10 11 12 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes 0 1 Configuration LT 8 0.95 8 2 443 0.95 466 2 0 604 233 0.95 0.95 635 245 2 0 0 No 0 TR Approach Movement Lane Config Delay, Queue Length, and Level of Service EB WB Northbound 1 4 f 7 LTR LTR f LT 8 9 Southbound 10 11 12 TR v (vph) 14 0 474 C(m) (vph) 1620 1615 790 v/c 0.01 0.00 0.60 95% queue length 0.03 0.00 4.08 Control Delay 7.2 7,2 16.2 LOS A A C Approach Delay Approach LOS 16.2 45.2 880 904 0.97 16.73 45.2 E Future without Project II HCS-: Unsigna _zed l xte.'",sections Release 5,2 TWO-WAY STOP CONTROL UMMA , An l t; DPA Agenc ✓/ Co , Date Performed: Analysis Time Period_ PM Peak Period Intersection: Ponciana Ave / Le7eune Rd Jurisdiction: Miami, FL Units: U. S. Customary Analysis year: Future wo Project Project ID: Grove Palace MUSP ' #06270 East/West Street: Ponciana Ave North/South Street: LeJeune Rd 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 1 L T R Volume 4 434 10 16 742 15 Peak -Hour Factor, PHF 0.95 0,95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 456 10 16 781 15 Percent Heavy Vehicles 2 -- 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 Configuration LTR Upstream Signal? No 0 1 0 LTR No Minor Street: Approach Movement Westbound 7 8 9 L T R Eastbound 10 11 12 L T Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 46 97 17 4 8 3 0.95 0.95 0.95 0.95 0.95 0.95 48 102 17 4 8 3 2 2 2 2 2 2 0 0 No / No / 0 1 0 0 1 0 LTR LTR Approach Movement Lane Config Delay, Queue Length, and Level of Service NB SE Westbound 1 4 I 7 8 9 LTR LTR 1 LTR Eastbound 10 11 12 LTR v (vph) 4 16 C(m) (vph) 826 1095 v/c 0.00 0.01 95% queue length O.01 0.04 Control Delay 9.4 8.3 LOS A A Approach Delay Ilk Approach LOS 167 158 1.06 8.50 145.5 F 145.5 F 15 118 0.13 0.42 39.9 E 39.9 E ns gna zed lnte.rsect7.ons rceiease 5.2 nal ys ; gercvl Co Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Custom Analysis Year: Project ID: Grove East/West Street: North/South Street; TWO-WAY STOP CONTROL SUMMARY Y DPA PM Peak Period Ponciana Ave / SW 37 Ave Miami, FL y Future without Project ace MUSP - r#r06270 Ponciana Ave SW 37 Ave Intersection Orientation: NS Major Vehicle Volumes and Street: Approach Northbound Movement Study period (hrs) : 0.25 Adjustments 1 2 3 L T R Southbound 4 5 6 L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? II/Flinor Street: Approach Movement 23 230 1 0.95 0.95 0.95 24 242 1 2 -- Undivided 0 I LTR No 15 0.95 15 2 296 0.95 311 0 1 0 LTR No 212 0.95 223 Westbound 7 8 L T 9 Eastbound 10 11 12 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Lanes Configuration 3 24 0.95 0.95 3 25 2 2 0 Exists?/Storage 10 23 0.95 0.95 10 24 2 2 No 0 1 0 0 LTR 16 0.95 16 2 0 1 0 LTR 5 0.95 5 2 No / Approach Movement Lane Contig Delay, NB 1 LTR Queue Length, and Level of Service SB Westbound Eastbound 4 1 7 8 9 10 11 12 LTR I LTR j LTR v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS 24 15 1034 1323 0.02 0.01 0.07 0.03 8.6 7.8 A A 38 343 0.11 0.37 16.8 C 16.8 C 45 321 0.14 0.48 18.0 C 18.0 C HCST; Signalized. Intersections Release 5.2 Analyst: D A Agency eriod: PM Peak Period Project ID; Grove palace E/W St: Main Hwy No, Lanes LGConfig Volume Dane Width I RTOR Vol Eastbound L T R 0 0 'j06270 Inter.: Main Hwy / Ss 37 Ave Area Type: All other areas ,Jurisd.: Miami, F Year . Future without Project N/S St: SW 37 Ave SIGNALIZED INTERSECTION SUMMARY Westbound Northbound 802 _2.0 Southbound R T R L ? R 1 R 29 12,0 0 1 1 T R 291 484 12.0 12,0 0 1 0 T 275 12.0 Duration 0.25 Phase Combination 1 EB Left Thru Right Peds WB Left A Thru Right A Peds NB Right A SSB Right Green 55.0 Yellow 4.0 All Red 2.0 Appr/ Lane Lane Group Grp Capacity Area Type: All other areas Signal Operations 2 3 4 5 6 NB Left Thru A Right A A Peds SE Left Thru A A Right Peds EB Right WE Right A 22.0 7.0 4.0 4.0 3.0 0.0 Intersection Performance Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Cycle Length: 101.0 secs Summary Eastbound Westbound L 983 1805 0.91 0.54 32.5 C 31.6 C R 1055 1615 0.03 0.65 6.2 A Northbound T 414 1900 0.78 0.22 46.5 D 17.5 R 1615 1615 0.33 1.00 0.1 A Southbound 677 1900 0.45 0.36 25.4 C 25.4 C Intersection Delay = 24.9 (sec/veh) Intersection LOS = C HCS+ : U.nsianal zed Intersections Release 5 . 2 ernalyst: Agency/Co.: Date Performed: TWO-WAY STOP CONTROL SUMMARY DPA Analysis Time Period: PM Peak Period Intersections Hardee Ave ,' Ingraham Hwy Jurisdiction: Miami, FL Units: U. S, L.ustomary Analysis Year: Future without Project Project ID: Grove Palace MuSF - ; 06270 East/West Street: Hardee Ave North/South Street: Ingraham Hwy 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 Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 14 0 0.95 0.95 14 0 2 -- Undivided 0 0 LTRLR No 6 0.95 6 0 0.95 0 2 1 1 0.95 0.95 1 1 0 1 0 LTR No Minor Street: Approach Movement Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes 0 Configuration LT Northbound 7 8 9 L T R Approach Movement Lane Config Delay, EB 1 LTR 8 0.95 8 2 452 0.95 475 2 0 Southbound 10 11 12 L T R 616 238 0.95 0.95 648 250 2 0 0 Queue Length, and Level of Service WB Northbound 4 7 8 9' LTR 1 LT No 0 TR Southbound 10 11 12 TR v (vph) 14 0 483 C(m) (vph) 1620 1615 787 v/C 0.01 0.00 0.61 95% queue length 0.03 0.00 4.28 Control Delay 7.2 7.2 16.6 LOS A A C Approach Delay 10 Approach LOS 16.6 49.7 898 904 0.99 17.98 49.7 E Future with Project 0 II nalyst : .Agency/Co.: Date Performed.: HCS-! : Unsigna:l:lied lntersec`i^ns Release MO -WAY STOP CONTROL SUMMARY DPA Analysis Time Period: PM Peak Period Intersection: Ponciana Ave / LeJeune Rd Jurisdiction: Miami, FL Units: U. 5. Customary Analysis Year: Future with Project Project I0: :rove Palace MUSP - #06270 East/West Street: Ponciana Ave North/South Street: LeJeune Rd Intersection Orientation: NS Major Study period (hrs) : 0.25 Vehicle Volumes and Adjustments Approach Movement Northbound Southbound 1 2 3 4 5 6 L T R L T Volume 4 434 10 18 742 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 456 10 18 781 Percent Heavy Vehicles 2 -- 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No "Minor Street: Approach Movement 0.95 15 Westbound Eastbound 7 8 9 ; 10 11 12 L T R 1 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Lanes Configuration 46 97 18 4 8 3 0.95 0.95 0.95 0.95 0.95 0.95 48 102 18 4 8 3 2 2 2 2 2 2 0 0 Exists?/,Storage No / No / 0 1 0 0 1 0 LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 j 7 8 9 1 10 11 12 Lane Config LTR LTR LTR 1 LTR v (vph) 4 18 168 15 C(m) (vph) 826 1095 158 116 v/c 0.00 0.02 1,06 0.13 95% queue length 0.01 0.05 8.59 0.43 Control Delay 9.4 8.3 147.4 40.6 L0S A A F E Approach Delay 147.4 40.6 10 Approach LOS F E H. S+: ansignalized Intersections Release 5,2 TWO-WAY STOP CONTROL SUMMARY "Analyst: DPA Agency/Co.: Date Performed: Analysis Time Period; PM Peak Period Intersection: Ponciana Ave / SW 37 Ave Jurisdiction: Miami, FL Units: za, S. Customary Analysis Year: Future with Project Project ID: Grove Palace MGSP 406270 East/WestStreet: Ponciana Ave North/South Street: SW 37 Ave 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 I 1: T R Volume 24 233 1 15 301 212 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 25 245 1 15 316 223 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No 11 Minor Street: Approach Westbound Movement 7 8 9 L T R Eastbound 10 11 12 L T R Volume 3 24 10 23 16 7 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0..95 0.95 Hourly Flow Rate, HFR 3 25 10 24 16 7 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 Approach Movement Lane Config Delay, NB SB Westbound 1 4 I 7 8 9 LTR LTR I LTR Queue Length, and Level of Service Eastbound 10 11 12 LTR v (vph) 25 15 38 47 C(m) (vph) 1029 1320 338 322 v/c 0.02 0.01 0.11 0.15 95% queue length 0.07 0.03 0.38 0.51 Control Delay 8.6 7.8 17.0 18.1 LOS A A C C Approach Delay 17.0 18.1 10 Approach DOS C C HCSA-7 Signal z - Fntersect. oi.s Release Analyst: DPA Agency Skate: eriod: PM 'Peak .Period ?ao-1ect ID: Grove Palace - #06270 E/1 St: Main Hwy No, Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R 0 0 Inter.: Main Hwy / SW 37 Ave Area Type: All other areas urisde Miami, i Year : Future with Project N/S St: S1 37 Ave SIGNALIZED INTERSECTION SUMMARY Westbound Northbound rT R L 9 1804 112.0 R 29 12.0 0 1 1 T R 295 485 12.0 12.0 0 Southbound L T R 282 12.0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 EB Left Thru Right Peds WE Lett A Thru Right A Peds NB Right A SSB Right Green Yellow All Red 55.0 4.0 2.0 Appr/ Lane Lane Group Grp Capacity 2 3 4 j 5 6 NB Left Thru A Right A A Peds SE Left Thru A A Right Peds EB Right WB Right A 22.0 7.0 4.0 4.0 3.0 0.0 Cycle Length: 101.0 secs Intersection Performance Summary 8 Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound L 983 1805 0.91 0.54 32.8 C 31.9 C R 1055 1615 0.03 0.65 6.2 A Northbound T 414 1900 0.79 0.22 47.5 D 18.0 B R 1615 1615 0.33 1.00 0.1 A Southbound T 677 19000 0.46 0.35 25.5 C 25.5 C Intersection Delay = 25.2 (sec/veh) Intersection LOS = C HCS+: Unsigna l:i.zed intersections Release 5.2 TWO-WAY STOP CONTROL SUWMARY .natys t. DPA gency/ Co . . Date Performed: Analysis Time Period : PM Peak Period Intersection: Hardee Ave / Ingraham Hwy Jurisdiction: Miami, FL Units: U. S. Customary Analysis Year: Future with Project Project ID: Grove Palace MUSP - .0i6270 East/West Street: Hardee Ave North/South Street: Ingraham Hwy Intersection Orientation: EW Study period (hrsr 0.25 Vehicle Volumes and Adjustments Major Street: Approach Movement Eastbound 1 2 3 L T R Westbound 4 5 6 Volume 14 0 6 0 1 1 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 14 0 6 0 1 1 Percent Heavy Vehicles 2 -- 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 0 0 0 0 1 0 Configuration LTRLR LTR Upstream Signal? No No Sinor Street: Approach Northbound Movement 7 8 9 T R Southbound 10 11 12 L T R Volume Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 8 476 Percent Heavy Vehicles 2 2 Percent Gracie (a) 0 Flared Approach: Exists?/Storage Lanes 0 1 Configuration LT 8 453 / 617 238 0.95 0,95 649 250 2 0 0 No 0 TR / Approach Movement Lane Config Delay, Queue Length, and Level of Service EB WB Northbound 1 4 i 7 8 9 LTR LTR LT Southbound 10 11 12 TR v (vph) C (m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach DOS 14 0 484 16620 1615 787 0.01 0.00 0.61 0.03 0.00 4.30 7.2 7.2 16.6 A A C 16.6 50.0- 899 904 0.99 18.05 50.0- E Project Driveway 0 0 HCS+: Ursigna ized Intersections P� TWO-WAY STOP CONTROL SUMMARY *Analyst: DPP. Agency/Co.: Date Performed: Analysis Time Period: PM Peak Period Intersection; Project Driveway / SW 37 Ave Jurisdiction: Miami, FL Units: U. S. Customary Analysis Year: Future with Project Project ID: Fast/[Nest Street: Project Driveway North/South Street: 510 37 Ave Intersection Orientation: NS Study period hrs o 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 I 4 5 6 L T R I L T R Volume 649 1 9 1078 Peak -Hour Factor, PHF 0,95 0.95 0.95 0.95 Hourly Flow Rate, HFR 683 1 9 1134 Percent Heavy Vehicles -- 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 1 0 0 1 Configuration TR LT Upstream Signal? No No Minor Street: Approach Movement Westbound 7 8 9 L T R Eastbound 10 11 L T 12 Volume 1 5 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 1 5 Percent Heavy Vehicles 2 2 Percent Grade (5) 0 Flared Approach: Exists?/Storage Lanes Configuration 0 LR 0 No / 0 Approach Movement Lane Config Delay, Queue Length, and Level of Service NB SB Westbound Eastbound 1 4 17 8 9 I 10 11 12 LT I LR v (vph) C(m) (vph) v/c 955 queue length Control Delay LOS Approach Delay Approach LOS 9 909 0.01 0.03 9.0 A 6 257 0.02 0.07 19.3 C 19.3 Appendix E Committed Development Information 0 • jiPt i tA Citywide Major Use Special Permits (MUSP) and applicable Class If, Special Exceptions & Except Projects (Listed by Alphabetically by Project Name) (Status: A -Completed; B-Under Construction; C-Approved, D-Application; E-Preliminary; F-Withdrawn) lacativaat fnfarmatrern qi Felt° No Narne Type of Permit Address description Net Area Res?Cando Hotel Mae Retail 01-4121-049-0010 Grove Garden (rhe Taurusy 01-4121-OO (-4 0 � � Grove Letts MUSE 3540 Main Highway 1.3.5.50—&-and Avenue W106lO627O1south west coconut grove projects.xls (Listing) Mixed -Use Projor.E. ground door restaurant and and retail. titil€ring SOUTHMfEST 42 Taurus historic structure. € COCONUT ..._.r.._............ ........_.._,.,..�....,_...,.,. 3ROVE _.�.....__.,.., €xed Use: Resideniia€> ReEail SOUOUTHAVES'1" 3U COCONUT GROVE Page 1 of 1 TA21072 3540 Main Hwy PM Peak Hour Trip Generation Analysis USES High Rise Condominium Retail UNITS 42 Dus 9,217 SF ITE Land Use Code 232 820 PM PEAK FLOUR TRIPS IN OUT TOTAL 65% 49% Trips 20 17 35% 51% Trips 10 18 Trips 30 35 GRASS VEHICLE TRIPS 57% 37 1 43% 28 1 115 internalization 5% 2 1 3 SUBTOTAL VEHICLE TRIPS Retail Pass -by Vehicle Occupancy Adjustment @ Transit Trip Reduction @ NET EXTERNAL VEHICLE TRIPS 57% 34% 49% 16.O0% of Gross External Trips (1) 57% 10.00% of Gross External Trips (2) 57% 57% 35 6 6 4 20 43% 51% 43% 43% 43% 27 6 4 3 14 62 12 10 6 34 L. Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle 57% 27 43% 20 47 Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 57% 5 43% 4 9 Net External Person Trips (vehicles and transit modes) 57% 32 43% 24 56 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 perslveh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II TAZ 1 072 2010 Cardinal Distribution Direction TAZ 1072 NNE ENE ESE SSE SSW WSW WNW NNW TOTAL 100.60% '14 O 12"i, 4.20 %.(IT 24.23% 38.43% 34.75% 26.28% 0.54% ?:3 Y S �. I