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Home My WebLink AboutII.1. Traffic Impact AnalysisMIAMI-DADE COUNTY CHILDREN'S COURTHOUSE MUSP Traffic Impact Study ENGINEER'S CERTIFICATION I, Richard Garcia, P.E. # 54886, certify that I currently hold an active Professional Engineers License in the State of Florida and am competent through education and experience to provide engineering services in the civil and traffic engineering disciplines contained in this report. In addition, the firm Richard Garcia & Associates, Inc. holds a Certificate of Authorization # 9592 in the State of Florida. I further certify that this report was prepared by me or under my responsible charge as defined in Chapter 61G15-18.001 F.A.C. and that all statements, conclusions and recommendations made herein are true and correct to fhe best of my knowledge and ability. PROJECT DESCRIPTION: Miami -Dade County Children's Courthouse MUSP- Traffic Impact Study PROJECT LOCATION: 112 NW 3rd Street Miami, Florida .85 Florida Registration No, 54886 Date Richard Garcia & Associates, Inc. MIAMI-DADE COUNTY CHILDREN'S COURTHOUSE MUSP TRAFFIC IMPACT STUDY Table of Content ExecutiveSummary.......................................................................................................4 Introduction....................................................................................................................b Project Description / Location.................................................................................... 7 ExistingCondition..........................................................................................................9 DataCollection.............................................................................................................9 TrafficCounts............................................................................................................................................. 9 Geometry.................................................................................................................................................10 Signalization..............................................................................................................................................12 LOS(Level of Service)................................................................................................. 13 IntersectionAnalysis................................................................................................................................13 ArterialAnalysis........................................................................................................................................13 ProjectTraffic................................................................................................................14 TripGeneration............................................................................................................ 14 TripDistribution............................................................................................................. 15 TrafficAssignment....................................................................................................... 15 SiteTraffic..................................................................................................................... 16 Proposed Conditions (2011).......................................................................................17 BackgroundGrowth ................................................................................................... 17 Planned Roadway Improvements........................................................................... 18 Capital Improvements and Transportation............................................................ 18 Transportation Control Measures Plan(TCMP)....................................................... 18 Intersection Level of Service Analysis....................................................................... 18 Corridor Level of Service Analysis............................................................................. 20 Conclusion...................................................................................................................21 20 Richard Garcia & Associates, Inc. MIAMI-DADE COUNTY CHILDREN'S COURTHOUSE MUSP Traffic Impact Study List of Figures Figure 1: Location Map ...................................................... Figure 2: Site Plan................................................................ Figure 3: Existing PM Peak Hour TMC's (2008) .................. Figure 4: Existing Lane Geometry ..................................... Figure 5: PM Peak Site Traffic ............................................ Figure 6: Growth Trend Chart (Station #: 3030) .............. Figure 7: Proposed PM Peak Hour TMC's (201 1) ............. List of Tables ..................................................................... 7 .............................................. I...................... 8 ...................................................................10 ...................................................................1 1 ...................................................................16 ............................................................... 17 ...................................................................19 Table 1: Intersection Level of Service Summary......................................................................................4 Table 2: PM Person Trip Corridor Analysis Summary (One -Way Analysis).............................................5 Table 3: Existing PM Peak Hour Volume (Arterial)....................................................................................9 Table 4: PM Existing Level of Service (LOS).............................................................................................13 Table 5: PM Existing Level of Service (One -Way Analysis)....................................................................13 Table 6: PM Trip Generation Summary ...................................................................................................14 Table 7: Cardinal Distribution...................................................................................................................15 Table 8: PM Peak Hour Traffic Distribution.............................................................................................. 15 Table 9: PM Proposed Level of Service (LOS)........................................................................................19 Table 10: PM Person Trip Corridor Analysis Summary (One -Way Analysis).........................................20 Appendices Appendix A: Trip Generation Appendix B: Trip Distribution Appendix C: Signal Timing, Growth Rate & Adjustment Factors Appendix D: Traffic Counts (TMC's & ATR) Appendix E: Committed Developments & Programmed Improvements Appendix F: Transit Appendix G: Corridor Analysis (Person Trip) Appendix H: Intersection & Driveway 30 Richard Garcia & Associates, Inc. MIAMI-DADE COUNTY CHILDREN'S COURTHOUSE MUSP TRAFFIC IMPACT STUDY Executive Summary The subject project is located at 112 NW 3rd Street in the City of Miami, Florida. The subject development is comprised of 371,500 square feet (SF) of Government Office Building (Courthouse). The site is currently occupied with surface parking lot which is considered vacant lot for a traffic generator. The Trip Generation calculations of this project revealed there will be 78 net vehicle trips per hour (vph) entering and 158 vph exiting during the PM peak hour. Additionally, these peak hour trips correspond to the adjacent street peak hour. Lastly, the subject project is located in TAZ 527. Using the MUATS cardinal distribution from the Miami -Dade Transportation Plan the project traffic was assigned to the surrounding roadway and intersections. Intersection traffic counts were collected, averaged and adjusted for peak seasonal conditions and used in the existing intersection analysis. This analysis was performed using the Synchro/SimTraffic traffic model to determine the existing and proposed Level of Service conditions. The intersection analysis revealed the following results: i aoie i: intersection Level or service summary Intersection Existing (2008) Proposed (2011) Delay LOS Delay LOS NW 1st Avenue & NW 3rd Street 18.1 B 20.1 C NW 1st Avenue & NW 5th Street 33.1 C 19.2 B NW 2nd Avenue & NW 3rd Street 21.9 C 22.6 C NW 2nd Avenue & NW 4th Street 3.2 A 7.2 A NW 2nd Avenue & NW 5th Street 23.4 C 18,9 B NW 4th Street & Driveway 1 0.2 A NW 4th Street & Security Driveway (OUT) 0.1 A NW 4th Street & Driveway 2 3.4 A NW 3rd Street & Driveway 3 1.2 A The results of the analysis contained in this report find that the levels of service thresholds are maintained within the LOS standard of E with the Person -Trip methodology. A corridor analysis was performed that follows the City of Miami's Person Trip Methodology. The results of the corridor analysis reveal that all levels of service thresholds will be at LOS D or better for the PM peak hour. Therefore, since sufficient roadway capacity exists within this project, the person -trip transit mode analysis was not determined. Tables 2 summarizes the results while Appendix G contains the spreadsheet utilized to compute the seasonally adjusted existing condition, the future year (i.e. 2011) background condition, the background and committed condition and finally, the proposed condition containing the cumulative effects. Lei Richard Garcia & Associates, Inc. MIAMI -DADS COUNTY CHILDREN'S COURTHOUSE MUSP Traffic Impact Study Table 2: PM Person Trip Corridor Analysis Summary (One -Way Analysis) PERSON- I PERSON- EXCESS ROADWAY PERSON TRIP MIAMI ROADWAY TRIP ROADWAY TRIPPERSON )OPTED CORRIDOR VEHICULAR CAPACITY VEHICULAR VOLUME TRIP In conclusion, the results of the analysis contained in this report finds that the levels of service thresholds are maintained within the LOS standard of E for the Person -Trip methodology for the roadway segment. Additionally, all the intersections analyzed have acceptable Level of Service. The results indicated the intersections analyzed will be within the LOS standard of E threshold. As such, sufficient roadway person -trip capacity exists to support this development. 5° Richard Garcia & Associates, Inc. MIAMI-DADE COUNTY CHILDREN'S COURTHOUSE MUSP TRAFFIC IMPACT STUDY Introduction The purpose of this study is to evaluate the associated traffic impacts with the proposed development of the site located at 112 NW 3rd Street in the City of Miami, Florida. This report follows the methodology for a Major Use Special Permit (MUSP) utilized in the City of Miami. The traffic impacts to the adjacent roadways were evaluated as well as the intersections at NW ist Avenue/NW 3rd Street, NW ist Avenue/NW 5th Street, NW 2nd Avenue/NW 3rd Street, NW 2nd Avenue/NW 4th Street, NW 2nd Avenue/NW 5th Street and site driveways. These intersections were the most affected by this project. This analysis was performed for the existing and proposed conditions during the PM Peak Hour. This report follows the methodologies adopted by the City of Miami's Person -Trip Analysis and conforms to the Institute of Transportation Engineer's (ITE) Trip Generation, and Traffic Impact Studies Manual. Lastly, this report has evaluated the following: ♦ Trip Generation ♦ Traffic Distribution ♦ Traffic Assignment ♦ Traffic Counts ♦ Existing Level of Service ♦ Proposed Level of Service ♦ Recommendations Richard Garcia & Associates, Inc. m MIAMI-DADE COUNTY CHILDREN'S COURTHOUSE MUSP Traffic Impact Study Project Description / Location The subject project is located on the northeast corner of NW 2nd Avenue and NW 3r1 Street in the City of Miami, Florida. The following land use, as identified by the Institute of Transportation Engineers (ITE), most closely resembles the proposed development. These land uses are as follows: • Land Use 730: Government Office Building with 371,500 Square Feet (SF) Figure 1 depicts the site's location map while Figure 2 is the proposed site plan. Figure 1: Location Map 7• Richard Garcia & Associates, Inc. MIAMI—DADE COUNTY CHILDREN'S COURTHOUSE MUSP Figure 2: Site Plan TRAFFIC IMPACT STUDY 0 ........ Y 1 _ _ E [ I I J I o�' .MW IMY�IIII e R '� 1 1 LLLIo ,I f I 0o o a I E 0 p L7 C7 84 f • lie � r.r 3� III III II I III I �� , IIIIII IIII III 1111111 / r 000 I"e a •� , • liilill 0 ak, r l IIIIII r 0 0 00 irk p, V �SVL,MN M i E 1 Richard Garcia & Associates, Inc. MIAMI-DADE COUNTY CHILDREN'S COURTHOUSE MUSP Traffic Impact Study Existing Condition -- The existing conditions analysis identifies conditions of the current operational and geometric characteristics of the roadways within the study area. The purpose of this section is to provide a basis of comparison to future conditions. Data Collection Manual Turning Movement Counts (TMC's) were taken at the nearby intersections identified below. These counts were done during the PM peak hour of 4:00 PM to 6:oo PM. The Turning Moving Counts (TMC's) were collected on Tuesday October 7th 2oo8. These counts were adjusted for peak seasonal variations by utilizing the 2007 Florida Department of Transportation Peak Season Correctional Factor (PSCF) of i.o6. Moreover, these intersections would be the most impacted due to their close proximity to the subject location. Traffic Counts and operational characteristics were gathered at the following five (5) intersections: ♦ NW 1" Avenue Et NW 3rd Street ♦ NW 1" Avenue Et NW 51h Street ♦ NW 2"d Avenue Et NW 3rd Street ♦ NW 2nd Avenue it NW 4th Street ♦ NW 2nd Avenue Et NW 5th Street Traffic Counts For the purposes of the corridor analysis, 72 -hour Automatic Traffic Recorders (ATR) were taken on Tuesday October 7th through Thursday October 9th, 2008, for NW 2nd Avenue (South of NW 5th Street) and NW 3rd Street (East of NW 2nd Avenue). These counts were averaged, adjusted for peak seasonal conditions by utilizing the 2007 Florida Department of Transportation Peak Seasonal Correction Factor (PSCF) and Axle Correction Factors (ACF) of 1.o6 and o.98, respectively. Table 3 depicts the results of the seasonally adjusted existing PM Peak hour traffic volume. These calculations are included in Appendix G. Table 3: Existing PM Peak Hour Volume (Arterial) Link ROADWAY CO PM PEAK DIR HOUR VOLUME NAME AT Txis$ing Co,dti4ti (Seasonally Ad�Gst dl777.77777777777 1 2 3 1 8 13 1 NW 2nd Avenue South of NW 5th Street a NB 427 SB 244 LINK 671 2 NW 3rd Street East of NW 2nd Avenue 4 0 EB 348 Wg 512 LINK 860 M Richard Garcia & Associates, Inc. MIAMI-DADE COUNTY CHILDREN'S COURTHOUSE MUSP TRAFFIC IMPACT STUDY Manual Turning Movement Counts (TMC) were taken at the nearby intersections surrounding the subject site. Figure 3 is a graphical representation of the existing PM TMC's that have been seasonally adjusted for peak annual conditions. Figure 3: Existing PM Peak Hour TMC's (2008) Geometry 4 NW 1St Avenue NW 1St Avenue is a four lane divided non -state road. It provides connectivity in the north - south direction. On -street parking is not permitted. v NW 2nd Avenue NW 2114 Avenue is a two lane divided non -state road. It provides connectivity in the north - south direction. On -street parking is permitted, however bus routes/stops do exist within this corridor. 100 Richard Garcia & Associates, Inc. MIAMI-DADE COUNTY CHILDREN'S COURTHOUSE MUSP Traffic Impact Study ♦ NW 3rd Street NW V Street is a three lane divided non -state road. It provides connectivity in the east -west — direction. On -street parking is not permitted. ♦ NW 4th Street NW 4th Street is a two lane undivided non -state road. It provides connectivity in the east - west direction. On -street parking is permitted. ♦ NW 5th Street NW 5th Street is a three lane one-way non -state road. It provides connectivity in the east direction. On -street parking is permitted. Existing Lane Geometry The existing approach lane geometry is depicted in Figure 4 below. This figure also depicts the Synchro Model used to perform the intersection analyses. This model was created using an aerial photograph of the subject site and surrounding area. As such, it is a geometrically accurate depiction of the existing conditions. Figure 4: Existing Lane Geometry lie Richard Garcia & Associates, Inc. MIAMI-DADE COUNTY CHILDREN'S COURTHOUSE MUSP TRAFFIC IMPACT STUDY Signalization NW 1St Avenue & NW 3rd Street The existing signal timing was obtained from Miami -Dade County Signals and Signs Division. The existing PM Peak hour condition has a loo second cycle length. The PM Peak hour Signal Operating Plan (SOP) consists of a two-phase operation. The first phase provides east -west movement. This phase has 65 seconds of green indication followed by 4 seconds of yellow and no all red. The second phase is the north -south movement. This phase has 27 seconds of green indication followed by 4 seconds of yellow and no all red. This is further documented in the Timing/Factors tab as Asset ID 3584• NW 1St Avenue & NW 5th Street The existing signal timing was obtained from Miami -Dade County Signals and Signs Division. The existing PM Peak hour condition has a ioo second cycle length. The PM Peak hour Signal Operating Plan (SOP) consists of a two-phase operation. The first phase provides north -south movement. This phase has 29 seconds of green indication followed by 4 seconds of yellow and 1 second of all red. The second phase is the east movement. This phase has 61 seconds of green indication followed by 4 seconds of yellow and 1 second of all red. This is further documented in the Timing/ Factors tab as Asset ID 5171. NW 2nd Avenue & NW 3rd Street The existing signal timing was obtained from Miami -Dade County Signals and Signs Division. The existing PM Peak hour condition has a loo second cycle length. The PM Peak hour Signal Operating Plan (SOP) consists of a two-phase operation. The first phase provides east -west movement. This phase has 32 seconds of green indication followed by 4 seconds of yellow and no all red. The second phase is the north -south movement. This phase has 6o seconds of green indication followed by 4 seconds of yellow and no all red. This is further documented in the Timing/Factors tab as Asset ID 3380. NW 2nd Avenue & NW 5th Street The existing signal timing was obtained from Miami -Dade County Signals and Signs Division. The existing PM Peak hour condition has a loo second cycle length. The PM Peak hour Signal Operating Plan (SOP) consists of a two-phase operation. The first phase provides east. This phase has 33 seconds of green indication followed by 4 seconds of yellow and no all red. The second phase is the north -south movement. This phase has 59 seconds of green indication followed by 4 seconds of yellow and no all red. This is further documented in the Timing/Factors tab as Asset ID 2323• 12® Richard Garcia & Associates, Inc. MIAMI -RADE COUNTY CHILDREN'S COURTHOUSE MUSP Traffic Impact Study LOS (Level of Service) Intersection Analysis Using the above TMC data, intersection Level of Service (LOS) analyses were performed for the peak seasonal existing condition at the five intersections previously described using the Synehro/SimTraffic software. The analyses were performed using the 20oo Highway Capacity Manual methodology for the PM peak condition. Table 4 provides a summary of the results while Appendix H provides the program output. Table 4: PM Existing Level of Service (LOS) Intersection Existing (2008) Delay LOS NW 1st Avenue & NW 3rd Street 18,1 B NW 1st Avenue & NW 5th Street 33.1 C NW 2nd Avenue & NW 3rd Street 21.9 C NW 2nd Avenue & NW 4th Street 3.2 A NW 2nd Avenue & NW 5th Street 23.4 C Arterial Analysis Following the City of Miami's adopted person trip methodology the existing condition arterial analysis was performed for the PM peak hour. This methodology is further detailed in the Corridor Level of Service Analysis section of this report. The results of the analysis reveal that the existing arterial LOS yielded at C. The supporting documentation is included in Appendix G. Table 5 depicts the existing arterial LOS results. Table 5: PM Existing Level of Service (One -Way Analysis) PERSON- I PERSON- I EXCESS MIAMI ROADWAY TRIP ROADWAY TRIP PERSON )OPTED CORRIDOR I VEHICULAR I CAPACITY VEHICULAR VOLUME TRIP 13® Richard Garcia & Associates, Inc. MIAMI -DADS COUNTY CHILDREN'S COURTHOUSE MUSP TRAFFIC IMPACT STUDY Project Traffic This section of the report will cover the project traffic for the existing and proposed land uses. In addition to calculating the trip generation, site traffic internalization as well as vehicle occupancy and transit reduction factors were utilized to determine the future project traffic in the subsequent sections. Trip Generation The trip generation characteristics for the subject project were obtained from ITE's Trip Generation Manual, 7th Ed. ITE's Land Use (LU) ygo: Government Office Building was used to determine the trip generation rates for the proposed development. The Trip Generation calculations results of the proposed development are summarized below. The ITE rates and percentages for the PM Peak Hour Trips are included in corresponding tab. Table 6 below summarizes the greatest traffic impact associated with the subject development, which occurs during the PM peak hour(s). Lastly, the trip generation was converted to net vehicle trip by utilizing the City's Person Trip Methodology. This methodology uses 16% vehicle occupancy, a 22.6% transit reduction factor and a lo.o % pedestrian/ bicycle reduction. These factors are consistent with the values used in the City's DRI — Increment II for the CBD Area. Table 6: PM Trip Generation Summary Land Use LU Units ITE LU CODE ".PM PEAK HOUR TRIPS ITE TRIP GENERATION RATE IN OUT TOTAL Trips Trips TRIPS EXISTING USE Surface Parking Lot (Considered Vacant Lot for PROPOSED USE Government Office Building a Traffic Generator) 371,500 SF 1 730 1 1.21 1 141 1 308 450 Gross Vehicle Trips 141 1 308 450 Vehicle Occupancy Adjustment @ 16,0% Of Gross Tris 23 49 72 Transit Trip Reduction 0 22,6% Of Gross Tris 32 70 102 Pedestrian/Bicycle Trip Reduction a 10.0% Of Gross Tris 14 31 45 Net Vehicle Trips 73 158 231 14 Richard Garcia & Associates, Inc. MIAMI -DADS COUNTY CHILDREN'S COURTHOUSE MUSP Traffic Impact Study Trip Distribution The Traffic Analysis Zone (1'AZ) for the subject development is TAZ 527 as assigned by the Metropolitan -- Planning Organization's (MPO). The County's TAZ are included in the corresponding tab. The corresponding traffic distribution being assigned to the following directions are outlined in Table 7. The corresponding tab includes a TAZ Map and the corresponding Directional Distribution Summary for this zone utilizing the 2005 Cost Feasible Plan. Table 7: Cardinal Distribution DIRECTION DISTRIBUTION % NNW 24.00 NNE- 10.67 ENE 9.33 ESE 5.33 SSE 8.00 SSW 5.33 WSW 20.00 WNW 17.33 TOTAL 100.00 Traffic Assignment The peak hour trips from Tables 6 has been distributed and assigned to the existing adjacent roads. As evident from trip generation calculations, the peak hour represents the worse case. Table 8 was developed to depict the PM Peak Hour Assignments. Table 8: PM Peak Hour Traffic Distribution 15® Richard Garcia & Associates, Inc. MIAMI-DADE COUNTY CHILDREN'S COURTHOUSE MUSP TRAFFIC IMPACT STUDY Site Traffic This development has six (6) proposed driveways to provide site access. Of these six driveways, two (2) i— will be utilized as entrance only (Security Driveway (IN) and Driveway 3 with NW 4th Street), two (2) will function as exit only (Security Driveway (OUT) and Driveway 3 with NW 3rd Street) and two (2) in/out (Driveways 1 and 2). The peak hour trips from Table 8 have been assigned to the adjacent intersections. Figure 5 depicts the PM site traffic assignments to the surrounding intersections. Figure 5: PM Peak Site Traffic mom Richard Garcia & Associates, Inc. MIAMI-DADE COUNTY CHILDREN'S COURTHOUSE MUSP Traffic Impact Study Proposed Conditions (2011) The proposed conditions were performed with site traffic. The existing traffic was grown with a background growth rate of 2.99 percent per year. This growth rate was obtained utilizing the 2007 historical traffic counts data from the Florida Department of Transportation. Lastly, this growth rate was compounded over a three (3) year period having a build -out year of 2011. Background Growth Using the 2007 historical traffic counts data from the Florida Department of Transportation's Count Station 3030 a regression analyses were performed for the last three (3) years of available data. The results indicate a trend growth rate of 2.99 percent from 2008 to the design year of 2011. As such, this growth rate was applied to the existing traffic counts to address background growth in the arca. Figure 6 depicts the data graphically with its corresponding trend line. The count station data and analyses are included in Appendix C. Figure 6: Growth Trend Chart (Station #: 3030) 17® Richard Garcia & Associates, Inc. MIAMI -DADS COUNTY CHILDREN'S COURTHOUSE MUSP TRAFFIC IMPACT STUDY Planned Roadway Improvements The 2oo8 Transportation Improvement Program (TIP) was reviewed for possible roadway improvements -- near the subject project. The Capacity, Safety and Other Improvements Map in addition to the Reconstruction, Rehabilitation and Resurfacing (RRR) Improvements Map were evaluated for improvements within a three year horizon. Ultimately, there are no planned roadway improvements that would affect the proposed project. Consequently, the proposed conditions were based on the existing roadway geometry. Capital Improvements and Transportation The Capital Improvements and Transportation projects in the City of Miami were reviewed to determine possible roadway improvements in the vicinity of this project. As a result, Downtown Infrastructure Streets Phase I project (B-39902) was identified. It consists of milling and resufacing of the existing road, replacement of broken sidewalks and broken curbing and the addition of ADA compliant pedestrian ramps. Therefore, this project does not affect our study area and the proposed conditions were based on the existing roadway geometry. The supporting documentation is included on Appendix E. Transportation Control Measures Plan (TCMP) The developer recognizes the need to minimize the single -occupant Auto -Trip Based mode of transportation. As such, every effort will be made to promote the use of various modes available to this site. Such strategies as carpooling, ridesharing, and bicycle racks will be considered in keeping with the City's effort to alleviate traffic congestion. Specific details regarding the specific TCMP are currently in development. Intersection Level of Service Analysis The five (5) intersections previously identified were augmented with the background growth, site traffic and committed developments. This forms the basis for the proposed future condition. The calculations for the specific movements at each intersection are contained in Appendix D as Table A3. Figure 7 contains the proposed PM peak hour condition with project traffic. Table 9 depicts the proposed PM peak hour level of service. IRE Richard Garcia & Associates, Inc. MIAMI -DADS COUNTY CHILDREN'S COURTHOUSE MUSP Traffic Impact Study Figure 7: Proposed PM Peak Hour TMC's (2011) Table 9: PM Proposed Level of Service (LOS) Intersection Proposed (2011) Delay LOS NW 1st Avenue & NW 3rd Street 20.1 C NW 1st Avenue & NW 5th Street 19.2 B NW 2nd Avenue & NW 3rd Street 22.6 C NW 2nd Avenue & NW 4th Street 7.2 A NW 2nd Avenue & NW 5th Street 18.9 B NW 4th Street & Driveway 1 0.2 A NW 4th Street & Security Driveway (OUT) 0.1 A NW 4th Street & Driveway 2 3.4 A NW 3rd Street & Driveway 3 1.2 A Using the TMC's from figure 7 the approaching volumes were determined at the site driveways. The driveways volumes were determined by the trip distribution analysis according to the ingress and egress calculations from the trip generation. Lastly, the LOS analysis for the driveways resulted in a range between 0.1 to 3.4 seconds of delay which it is equivalent to level of service A Appendix H contains the supporting documentation. .m Richard Garcia & Associates, Inc. MIAMI -DADS COUNTY CHILDREN'S COURTHOUSE MUSP TRAFFIC IMPACT STUDY Corridor Level of Service Analysis A corridor analysis was performed that follows the City of Miami's Person Trip Methodology. This - methodology has been utilized in the City's Development of Regional Impact (DRI) — Increment 11 and has been accepted by both the FDOT and the South Florida Regional Planning Council. Lastly, this methodology is further detailed in the City's document: Transportation Corridors: Meeting the Chatienge of Growth Management in Miami and states the following: 'An average of 1.4 persons -per -vehicle (PPV) has been accepted as the existing peak -period private passenger vehicle occupancy in Miami, and 1.6 PPV as the "practical capacity" of such vehicles. The results of the corridor analysis reveal that all levels of service thresholds will be at LOS D or better for the PM peak hour. Therefore, since sufficient roadway capacity exists within this project, the person -trip transit mode analysis was not determined. Table 10 summarizes the results while the Person Trip tab contains the spreadsheet utilized to compute the seasonally adjusted existing condition, the future year (i.e. 2011) background condition, the background and committed condition and finally, the proposed condition containing the cumulative effects. Lastly, Appendix G contains the supporting documentation. Table 10: PM Person Trip Corridor Analysis Summary (One -Way Analysis) PERSON-RSO N• EXCESS MIAMI ROADWAY TRIP ROADWAY TRIP PERSON OPTED CORRIDOR I VEHICULAR I CAPACITY VEHICULAR VOLUME TRIP 1 Based on Miami Comprehensive Neighborhood Plan as adopted by the City Commission. 200 Richard Garcia & Associates, Inc. MIAMI-DADE COUNTY CHILDREN'S COURTHOUSE MUSP Traffic Impact Study Conclusion The results of the analysis contained in this report finds that the levels of service thresholds are maintained within the LOS standard of E for the Person -Trip methodology for the roadway segment. Additionally, all the intersections analyzed have acceptable Level of Service. As such, this project does not pose any negative traffic impact to adjacent roadways. Therefore, sufficient roadway person -trip capacity exists to support this development. 210 Richard Garcia & Associates, Inc. MIAMI-DADE COUNTY CHILDREN`S COURTHOUSE MUSP TRAFFIC IMPACT STUDY Appendix A: Trip Generation 22 Richard Garcia & Associates, Inc. TABLE: Al Miami -Dade County Children's Courthouse MUSP Project Trip Generation Land Use LU Units ITE LU CODE PM PEAK HOUR TRIPS ITE TRIP GENERATION RATE IN OUT TOTAL % Trips % Trips TRIPS EXISTING USE Surface Parking Lot (Considered Vacant Lot for PROPOSED USE Government Office Building a Traffic Generator) 371,500 SF 730 1.21 31% 141 69% 308 450 Gross Vehicle Trips 1 31% 141 69°l0 308 450 Vehicle Occupancy Adjustment @ 16.0% Of Gross Tris 31% 23 69% 49 72 Transit Trip Reduction 22.6% Of Gross Tris 31% 32 69% 70 102 Pedestrian/Bic cle Trip Reduction 10.0% Of Gross Tris 31% 14 69% 31 45 Net Vehicle Tris 31% 73 69% 158 231 Net Person Trips in Vehicles n 1.40 Persons/ Vehicle 31% 102 68% 222 324 Net Person Trips in Transit @ 1.40 Persons/ Vehicle 31% 45 68% 98 143 Net Person Tris(Vehicle and Transit Modes 31% 146 W- 320 466 Net Person Trips (Walking/Bicycling) @ 1.40 Persons/ Vehicle 1 31% 2D 69% 43 63 NOTES: Trip Generation from ITE 7th ED. Adjustment factors taken from Downtown Miami DRI Increment U for CBD Area. 73c:> Summary of Trip Generation Calculation For 371.5 Th.Gr.Sq.Ft. of Government Office Building September 19, 2008 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2 -Way Volume 68.93 0.00 1.00 25607 7-9 AM Peak Hour Enter 4.94 0.00 1.00 1835 7-9 AM Peak Hour Exit 0.94 0.00 1.00 349 7-9 AM Peak Hour Total 5.88 0.00 1.00 2184 4-6 PM Peak Hour Enter 0.38 0.00 1.00 141 4-6 PM Peak Hour Exit 0.83 0.00 1.00 308 4-6 PM Peak Hour Total 1.21 0.00 1.00 450 AM Pk Hr, Generator, Enter 4.94 0.00 1.00 1835 AM Pk Hr, Generator, Exit 0.94 0.00 1.00 349 AM Pk Hr, Generator, Total 5.88 0.00 1.00 2184 PM Pk Hr, Generator, Enter 8.16 0.00 1.00 3031 PM Pk Hr, Generator, Exit 2.87 0.00 1.00 1066 PM Pk Hr, Generator, Total 11.03 0.00 1.00 4098 Saturday 2 -Way Volume 0.00 0.00 1.00 0 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 0 Sunday 2 -Way Volume 0.00 0.00 1.00 0 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS TABLE 21.C1 DOWNTOWN MIAMI DRI UPDATE - INCREMENT 11 TRANSIT AND PEDESTRIAN MODE SPLITS 17 -Sep -2001 AREA TRANSIT MODAL -~ LIT [1] PEDESTRIAN REDUCTION [2] INCREMENT 1 1//CREMENT Il� i OMNI 11.7% 14.9% 10.0% CBD 23.3% 22.6% 10.0% BRICKELL 14.3% 14.1% 15.0% SE OVERTOWN 8.3% 8.2% N/A F NOTES: [1] TRANSIT MODAL SPLITS BASED ON APPROVED RATES USED IN THE ORIGINAL DOWNTOWN MIAMI DRI. [2] PEDESTRIAN AND BICYCLE TRIP REDUCTION BASED ON AREA CHARACTERISTICS AND DISCUSSIONS WITH CITY OFFICIALS. SOURCE: KEITH AND SCHNARS, P.A. La 21-77 n:\tranplan\projects\2001\16716\tables\cbd2pm.wk4 MIAMI-DADE COUNTY CHILDREN'S COURTHOUSE MUSP Traffic Impact Study Appendix B: i rip uis$r puti®n 230 Richard Garcia & Associates, Inc. Traffic Analysis Zones (TAZ) Cr __ 7TH o r - .. 490 6TH_ 515.: _.. 514 9VERTO 5TH:� _.... _ .... . Project Site a 0 528 5291 --I �5 -524 _ . 4TH. 526 s5272�� 563 533 534 537 ; I . _ .5.30- - 531 .. _ 532 535 536 o 564 M - G�ti-s '547 X46 z,, 545 544 551 552 565 �562 548 _ 549 y i 95_ 550 553 Directional Trip Distribution Reoc innp« r ipmmin E��C;; Miami -Dade Interim 2005 Cost Feasible Plan DIRECTIONAL DISTRIBUTION SUMMARY ORIGIN ------------- CARDINAL DIRECTIONS -------------I TOTAL ZONE NNE ENE ESE SSE SSW WSW WNW NNW 526 TRIPS 132 54 40 72 88 230 166 168 950 PERCENT 13.89 5.68 4.21 7.58 9.26 24.21 17.47 17.68 527 TRIPS 8 7 4 6 4 15 13 18 75 PERCENT 10.67 9.33 5.33 8.00 5.33 20.00 17.33 24.00 528 TRIPS 920 293 359 506 556 1502 1147 1149 6432 PERCENT 14.30 4.56 5.58 7.87 8.64 23.35 17.83 17.86 529 TRIPS 784 308 360 319 485 1204 942 989 5391 PERCENT 14.54 5.71 6.68 5.92 9.00 22.33 17.47 18.35 530 TRIPS 250 93 128 85 134 372 272 310 1644 PERCENT 15.21 5.66 7.79 5.17 8.15 22.63 16.55 18.86 531 TRIPS 1262 512 684 508 771 2188 1731 1745 9401 PERCENT 13.42 5.45 7.28 5.40 8.20 23.27 18.41 18.56 532 TRIPS 478 196 161 229 281 839 669 639 3492 PERCENT 13.69 5.61 4.61 6.56 8.05 24.03 19.16 18.30 533 TRIPS 55 32 27 36 45 114 86 87 482 PERCENT 11.41 6.64 5.60 7.47 9.34 23.65 17.84 18.05 534 TRIPS 109 45 49 80 86 193 167 147 876 PERCENT 12.44 5.14 5.59 9.13 9.82 22.03 19.06 16.78 535 TRIPS 192 92 60 113 130 406 324 299 1636 PERCENT 11.74 5.62 4.89 6.91 7.95 24.82 19.80 18.28 536 TRIPS 289 149 81 176 196 634 517 528 2570 PERCENT 11.25 5.80 3.15 6.85 7.63 24.67 20.12 20.54 537 TRIPS 0 2 0 2 0 1 0 1 6 PERCENT 0.00 33.33 0.00 33.33 0.00 16.67 0.00 16.67 538 TRIPS 190 91 82 107 253 459 366 291 1839 PERCENT 10.33 4.95 4.46 5.82 13.76 24.96 19.90 15.82 539 TRIPS 313 134 60 186 296 707 563 516 2775 PERCENT 11.28 4.83 2.16 6.70 10.67 25.48 20.29 18.59 540 TRIPS 85 52 3 11 83 324 231 304 1093 PERCENT 7.78 4.76 0.27 1.01 7.59 29.64 21.13 27.81 -36- 1/18/05 TABLE:A2 Miami -Dade County Children's Courthouse MUSP Project Cardinal Distribution (TAZ 527) Note: Based on MUATS R Year 2025 Plan Update, Technical Report: Directional Trip Distribution Year 1999 Model Validation and 2005-2025 Cost Feasible Plan, Date: December 31, 2001 obtained from Miami Dade MPO. TABLE: A2-1 IN OUT Total PM Peak Hour Volume: 73 158 231 Percent: 31.40% 68.60! (Calculated) INGRESS EGRESS DIRECTION DISTRIBUTION V calculated PM Peak Trips calculated DIRECTION DISTRIBUTION °1 IN OUT Total NNW 24.00 17 38 55 NNE 10.67 8 17 25 ENE 9.33 7 15 22 ESE 5.33 4 8 12 SSE 8.00 6 13 19 SSW 5.33 4 8 12 WSW 20.00 14 32 46 WNW 17.33 13 27 40 TOTAL 100.00 73 158 231 Note: Based on MUATS R Year 2025 Plan Update, Technical Report: Directional Trip Distribution Year 1999 Model Validation and 2005-2025 Cost Feasible Plan, Date: December 31, 2001 obtained from Miami Dade MPO. TABLE: A2-1 IN OUT Total PM Peak Hour Volume: 73 158 231 Percent: 31.40% 68.60! (Calculated) INGRESS EGRESS DIRECTION DISTRIBUTION V calculated used calculated used TOTAL NNE 10:67 7.742299246 8 16.91081151 17 25 ENE 9.33 6.769976754 7 14.78705449 15 22 ESE 5.33 3.667521554 4 8.447481289 8 12 SSE 8.00 5.8049104 6 12.6791464 13 19 SSW 5.33 3.867521554 4 8.447481289 8 12 WSW 20..00 14.512276 14 31.697866 32 46 WNW 17.33 12.57488715 13 27.46620089 27 40 NNW 24.00 17.4147312 17 38.0374392 38 35 TOTAL 99.99 72.55412386 73 158.4734811 158 231 TABLE: A2-2 Miami -Dade County Children's Courthouse MUSP Project Quadrant Distribution (TAZ 527) DIRECTION DISTRIBUTION % DIRECTION DISTRIBUTION % IN OUT Total NNW 24.00 NORTH 34.67 25 55 80 10.67 ENE 9.33 EAST 14.66 11 23 34 ESE; 5.33 SSE' 8.00 '-� SOUTH 13.33 10 21 31 5.33 S WIN 20.00 WEST 37.33 27 59 86 WNW 17.33 ., TOTAi 4 100.00 TOTALS 100.00 73 158 231 Miami -Dade County Children's Courthouse MUSP (TAZ 527) 24.00 10.67 '.'3;4:67:x' NB Total 24:00 - -10.67 NNW NNE ]7:33 WNW ENE 9:33 17.33 20.00 33 .:. W B Total / 9.33 :5.33 14:66 >! EB Total ESE 5.33 '8:00 5.33 8.00 '13:33 _--? SB Total 24Ap '! 10 67 z_ IN 25 NNE+NNW PK Hr Vol 80 OUT 55 JF 34.67. ; WNW+WSW 20 00 ' IN PK Hr Vol 86 OUT 59 IN 10 PK Hr Vol OUT 21 1466 ENE+ESE R, 33 ', IN 11 PK Hr Vol OUT 23 ISE+SSW 08-074 MD Children's Courthouse PM Site Traffic MIAMI-DADE COUNTY CHILDREN'S COURTHOUSE MUSP TRAFFIC ,IMPACT STUDY Appendix C: Signal Timing, Growth Rate & Adjustment Factors �4 Richard Garcia & Associates, Inc. Signal Timing N STA__ _.. PHASE: (D 1 08-074 MD Children's Courthouse MUSP r-- G(W) NW 1St Avenue & NW 3rd Street G(f) _ G(g) PM Signal Timing G(total) ID: 3584 � 4 TIMING DATA FOR 3584 NW 1 AVE & 3 ST (SEC: 27 TYPE: NA) PAT OF NSG G Y EWG Y S Y M CYC 2 M 88 28 1 4 53 4 900 B PARADE I 4 M 12 28 1 4 53 4 900 B IN 2/0 5 M 12 28 1 4 53 4 900 B OUT 4/0 6 M 27 24 1 4 67 4 1000 B PARADE 0 7 M 14 34 1 4 17 4 60PRE AM 1/0 8 T 39 26 1 4 65 4 100AM PEAK 9 T 86 33 1 4 48 4 90MID-DAY 1/0 10 T 4 33 1 4 48 4 90NOON 1/0 11 T 8 26 1 4 65 4 100PM PEAK 12 T 66 22 1 4 59 4 90POST PM 1/0 13 T 58 26 1 4 35 4 70NIGHT 1/0 14 M 88 26 1 4 65 4 100MIAMI ARENA 15 M 88 26 1 4 65 4 100MIAMI ARENA 16 M 88 26 1 4 65 4 100MIAMI ARENA 17 T 52 26 1 4 35 4 70NIGHT 5/0 23 T 52 26 1 4 35 4 6 70NIGHT 20/0 24 T 52 26 1 4 35 4 6 70RECALL TEST MIN: 7 7 PHASE: (D 1 02 G(W) s 2-C, G(f) _ G(g) G(total) Y � 4 R SPLIT �� 3 CL ; (c?aS 0V -,c4-. — S, 08-074 MD Children's Courthouse MUSP w-= �j 1 02 NW 1`t Avenue & NW 5tl' Street G(w) 2� Co0 G(f) PM Signal 'Timing G(g) G(total) 2� ID: 5171 TIMING DATA FOR 5171 NW 1 AVE & 5 ST (SEC: 27 TYPE: SA) PAT OF EG G Y R NSP Y R S Y M CYC 2 M 72 44 1 4 1 35 4 1 900 B PARADE I 4 M 54 44 1 4 1 35 4 1 900 B IN 2/0 5 M 54 44 1 4 1 35 4 1 900 B OUT 4/0 6 M 60 65 1 4 1 24 4 1 1000 B PARADE 0 7 M 42 29 1 4 1 20 4 1 60PRE AM 1/0 8 T 88 50 1 4 1 39 4 1 100AM PEAK 9 T 83 54 1 4 1 25 4 1 90MID-DAY 1/0 10 T 76 57 1 4 1 22 4 1 90NOON 1/0 11 T 75 60 1 4 1 29 4 1 100PM PEAK 12 T 73 60 1 4 1 19 4 1 90POST PM 1/0 13 T 54 41 1 4 1 18 4 1 70NIGHT 1/0 14 M 75 60 1 4 1 29 4 1 100MIAMI ARENA 15 M 75 60 1 4 1 29 4 1 100MIAMI ARENA 16 M 75 60 1 4 1 29 4 1 100MIAMI ARENA 17 T 58 41 1 4 1 18 4 1 70NIGHT 5/0 23 T 54 41 1 4 1 18 4 1 6 70NIGHT 20/0 24 T O 41 1 4 1 18 4 1 7 70RECALL TEST MIN: 20 18 PHASE: �j 1 02 '^ 7 G(w) 2� Co0 G(f) G(g) G(total) 2� (01 Y R SPLIT C I- 5 I O O S PHASE: (D 1 02 08-074 MD Children's Courthouse MUSP E==- G(w) NW 2"d Avenue & NW 3rd Street G(9) — — G(total) PM Signal Timing Y R ID: 3380 TIMING DATA FOR (�4 3380 NW 2 AVE & 3 ST (SEC: 27 TYPE: NA) PAT OF NSW F Y EWW F Y S Y M CYC 2 M 84 47 9 4 17 9 4 900 B PARADE I 4 M 8 47 9 4 17 9 4 900 B IN 2/0 5 M 8 47 9 4 17 9 4 900 B OUT 4/0 6 M 19 53 9 4 21 9 4 1000 B PARADE 0 7 M 14 21 9 4 13 9 4 60PRE AM 1/0 8 T 17 48 9 •4 26 9 4 100AM PEAK 9 T 14 49 9 4 15 9 4 90MID-DAY 1/0 10 T 50 49 9 4 15 9 4 90NOON 1/0 11 T 80 51 9 4 23 9 4 100PM PEAK 12 T 52 47 9 4 17 9 4 90POST PM 1/0 13 T 16 31 9 4 13 9 4 70NIGHT 1/0 14 M 13 45 9 4 29 9 4 100MIAMI ARENA 15 M 13 45 9 4 29 9 4 100MIAMI ARENA 16 M 13 45 9 4 29 9 4 100MIAMI ARENA 17 T 16 31 9 4 13 9 4 6 70NIGHT 5/0 23 T 50 27 9 4 13 9 4 6 66NIGHT 20/0 24 T 50 27 9 4 13 9 4 6 66RECALL TEST MIN: 7 9 7 9 PHASE: (D 1 02 i i 1 � G(w) G(f) G(9) — — G(total) 3 2 �U Y R SPLIT 3G (�4 CL -�- loos OR%4 :-, e, C) PHASE: (D 1 02 08-074 MD Children's Courthouse MUSP =- G(W) 2 �� NW 2nd Avenue & NW 5th Street ` G(g) G(total) PM Signal Timing Y 4 4 R ID: 2323 TIMING DATA FOR 2323 NW 2 AVE & 5 ST (SEC: 27 TYPE: NA) PAT OF NSG G Y EW F Y S Y M CYC 2 M 20 50 1 4 25 6 4 900 B PARADE I 4 M 26 50 1 4 25 6 4 900 B IN 2/0 5 M 26 50 1 4 25 6 4 900 B OUT 4/0 6 M 17 44 1 4 41 6 4 1000 B PARADE 0 7 M 46 30 1 4 15 6 4 60PRE AM 1/0 8 T 31 47 1 4 38 6 4 100AM PEAK 9 T 64 50 1 4 25 6 4 90MID-DAY 1/0 10 T 48 50 1 4 25 6 4 90NOON 1/0 11 T 2 58 1 4 27 6 4 100PM PEAK 12 T 30 56 1 4 19 6 4 90POST PM 1/0 13 T 9 47 1 4 8 6 4 70NIGHT 1/0 14 M 18 58 1 4 27 6 4 100MIAMI ARENA 15 M 18 58 1 4 27 6 4 100MIAMI ARENA 16 M 18 58 1 4 27 6 4 100MIAMI ARENA 17 T 10 47 1 4 8 6 4 70NIGHT 5/0 23 T 8 44 1 4 11 6 4 6 70NIGHT 20/0 24 T 8 44 1 4 11 6 4 6 70RECALL TEST MIN: 7 7 6 PHASE: (D 1 02 G(W) 2 �� G(f) ` G(g) G(total) Y 4 4 R SPLIT C L Traffic Trends - V2.0 NE5ST--150'EOFNE2"E PIN# 973215-1 Location 1 County: 12000 10000 Miami (87) Station #: 3030 Highway: m NE 5 ST 1/• 7900 7500 Trend R -squared: 76.51% Compounded Annual Historic Growth Rate: 9.27% Compounded Growth Rate (2007 to Design Year): 2.99% Printed: 9 -Oct -08 12000 10000 '118M 2005 1 m • 11 1/• 7900 7500 2007 y °' 8000 Observed Count 2008 Opening Year :c Fitted Curve Log. (Fitted Curve) Mid -Year Trend 6000 2011 Design Year F 1®� � TRANPLAN Emm I ❑ 4000 a� m L a� Q 2000 0 2005 2010 2015 2020 2025 2030 2035 Year Trend R -squared: 76.51% Compounded Annual Historic Growth Rate: 9.27% Compounded Growth Rate (2007 to Design Year): 2.99% Printed: 9 -Oct -08 *Axle -Adjusted r-nammil '118M 2005 1 6500 • 11 1/• 7900 7500 2007 7700 :111 2008 Opening Year Trend 2010 Mid -Year Trend 2011 Design Year Trend 1®� •111 TRANPLAN Emm Forecasts/Trends *Axle -Adjusted Florida Department of Transportation Transportation Statistics Office 2007 Historical AADT Report County: 87 - MIAMI-DADE Site: 3030 - NE 5 ST, 1501E OF NE 2 AVE. Year AADT Direction 1 Direction 2 K Factor ---- ---------- ------------ ------------ -------- 2007 7700 C E 7700 0 8.01 2006 7900 C E 7900 0 7.97 2005 6500 C E 6500 8.80 D Factor 99.99 99.99 99.90 T Factor 18.40 14.70 0.00 AADT Flags: C = Computed; E = Manual Estimate;.F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown 2007 Peak Season Factor Category Report - Report Type: ALL Category: 8700 MIAMI-DADE NORTH * Peak Season Page 1 of 8 MOCF: 0.96 Week Dates SF PSCF 1 01/01/2007 - 01/06/2007 1.00 1.04 2 01/07/2007 - 01/13/2007 0.99 1.03 3 01/14/2007 - 01/20/2007 0.98 1.02 * 4 01/21/2007 - 01/27/2007 0.97 1.01 * 5 01/28/2007 - 02/03/2007 0.97 1.01 * 6 02/04/2007 - 02/10/2007 0.96 1.00 * 7 02/11/2007 - 02/17/2007 0.95 0.99 * 8 02/18/2007 - 02/24/2007 0.95 0.99 * 9 02/25/2007 - 03/03/2007 0.95 0.99 *10 03/04/2007 - 03/10/2007 0.95 0.99 *11 03/11/2007 -03/17/2007 0.95 0.99 *12 03/18/2007 - 03/24/2007 0.96 1.00 *13 03/25/2007 - 03/31/2007 0.96 1.00 *14 04/01/2007 - 04/07/2007 0.97 1.01 *15 04/08/2007 - 04/14/2007 0.97 1.01 *16 04/15/2007 - 04/21/2007 0.98 1.02 17 04/22/2007 - 04/28/2007 0.98 1.02 18 04/29/2007 - 05/05/2007 0.99 1.03 19 05/06/2007 - 05/12/2007 0.99 1.03 20 05/13/2007 - 05/19/2007 0.99 1.03 21 05/20/2007 - 05/26/2007 1.00 1.04 22 05/27/2007 - 06/02/2007 1.01 1.05 23 06/03/2007 - 06/09/2007 1.02 1.06 24 06/10/2007 - 06/16/2007 1.03 1.07 25 06/17/2007 - 06/23/2007 1.04 1.08 26 06/24/2007 - 06/30/2007 1.04 1.08 27 07/01/2007 - 07/07/2007 1.04 1.08 28 07/08/2007 - 07/14/2007 1.04 1.08 29 07/15/2007 - 07/21/2007 1.04 1.08 30 07/22/2007 - 07/28/2007 1.04 1.08 31 07/29/2007 - 08/04/2007 1.03 1.07 32 08/05/2007 - 08/11/2007 1.03 1.07 33 08/12/2007 - 08/18/2007 1.03 1.07 34 08/19/2007 - 08/25/2007 1.03 1.07 35 08/26/2007 - 09/01/2007 1.03 1.07 36 09/02/2007 - 09/08/2007 1.04 1.08 37 09/09/2007 - 09/15/2007 1.04 1.08 38 09/16/2007 - 09/22/2007 1.04 1.08 39 09/23/2007 - 09/29/2007 1.03 1.07 40 09/30/2007 10/06/20.07 1.03 1.07 at izio.I',7cz .�o_,' 42 10/14/2007 - 10/20/2007 1.02 1.06 43 10/21/2007 - 10/27/2007 1.02 1.06 44 10/28/2007 - 11/03/2007 1.01 1.05 45 11/04/2007 - 11/10/2007 1.01 1.05 46 11/11/2007 - 11/17/2007 1.00 1.04 47 11/18/2007 - 11/24/2007 1.00 1.04 48 11/25/2007 - 12/01/2007 1.00 1.04 49 12/02/2007 - 12/08/2007 1.00 1.04 50 12/09/2007 - 12/15/2007 1.00 1.04 51 12/16/2007 - 12/22/2007 0.99 1.03 52 12/23/2007 - 12/29/2007 0.99 1.03 53 12/30/2007 - 12/31/2007 0.98 1.02 * Peak Season Page 1 of 8 .007 Weekly Axle Factor Category Report - Report Type: ALL County: 87 - MIAMI-DADE Week Dates 8709 8710 SR 5/BISCAYNE BLVD SR 966 1 01/01/2007 - 01/06/2007 0.98 2 01/07/2007 - 01/13/2007 0.98 0.97 3 01/14/2007 - 01/20/2007 0.98 0.97 4 .01/21/2007 - 01/27/2007 0.9B 0.97 5 01/28/2007 - 02/03/2007 0.98 0.97 6 02/04/2007 - 02/10/2007 0.96 0-9') 7 02/11/2007 - 02/17/2007 0.98 0.97 8 02/18/2007 - 02/24/2007 0.98 0.97 9 02/25/2007 - 03/03/2007 0.98 0.97 10 03/04/2007 - 03/10/2007 0.98 0.97 11 03/11/2007 - 03/17/2007 0.98 0.97 12 03/18/2007 - 03/24/2007 0.98 0.97 13 03/25/2007 - 03/31/2007 0.98 0.97 14 04/01/2007 - 04/07/2007 0.98 0.97 15 04/06/2007 - 04/14/2007 0.98 0.97 16 04/15/2007 - 04/21/2007 0.98 0.97 17 04/22/2007 - 04/28/2007 0.98 0.97 18 04/29/2007 - 05/05/2007 0.98 0.97 19 05/06/2007 - 05/12/2007 0.98 0-97 0.97 20 05/13/2007 - 05/19/2007 0.98 0.97 21 05/20/2007 - 05/26/2007 0.98 0.97 22 05/27/2007 - 06/02/2007 0.98 0.97 23 06/03/2007 - 06/09/2007 0.98 0.97 24 06/10/2007 - 06/16/2007 0.98 0.97 25 06/17/2007 - 06/23/2007 0.98 0.97 26 06/24/2007 - 06/30/2007 0.98 0.97 27 07/01/2007 - 07/07/2007 0.98 0.97 28 07/08/2007 - 07/14/2007 0.98 0.97 29 07/15/2007 - 07/21/2007 0.98 0.97 30 07/22/2007 - 07/28/2007 0.98 0.97 31 07/29/2007 - 08/04/2007 0.98 0.97 32 08/05/2007 - 08/11/2007 0.98 0.97 33 08/12/2007 - 08/18/2007 0.98 0.97 34 08/19/2007 - 08/25/2007 0.98 0.97 35 08/26/2007 - 09/01/2007 0.98 0.97 36 09/02/2007 - 09/08/2007 0.98 0.97 37 09/09/2007 - 09/15/2007 0.98 0.97 38 09/16/2007 - 09/22/2007 0.98 0.97 39 09/23/2007 - 09/29/2007 0.98 0.97 40 09/30/2007 - 10/06/2007 0.98 A c 0.97 41 10!07/2007 - 10/13/2007 gp 0.97 42 10/14/2007 - 10/20/2007 T __. _. _w... _. ,. _....... 0.'97 43 10/21/2007 - 10/27/2007 0.98 0.97 44 10/28/2007 - 11/03/2007 0.98 0.97 45 11/04/2007 - 11/10/2007 0.98 0.97 46 11/11/2007 - 11/17/2007 0.98 0.97 47 11/18/2007 - 11/24/2007 0.98 0-97 48 11/25/2007 - 12/01/2007 0.98 0.97 49 12/02/2007 - 12/08/2007 0.98 0.97 50 12/09/2007 - 12/15/2007 0.9B 0.97 51 12/16/2007 - 12/22/2007 0.98 0.97 52 12/23/2007 - 12/29/2007 0.98 0.97 53 12/30/2007 - 12/31/2007 0.98 0.97 SR 948 6711 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 SR 944 8712 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 MIAMI-DADE COUNTY CHILDREN'S COURTHOUSE MUSP Traffic Impact St Appendix D: Traffic Counts (TMC's & ATR) 25 Richard Garcia & Associates, Inc. TABLE: A3 Miami -Dade County Children's Courthouse MUSP INTERSECTION APPROACH VOLUMES C; z O F w INTERSECTION NAME 1 APPROACH ] MOVEMENT 3 PM PEAK HR COUNT 4 Date of Count 5 PHF 6 PEAK SEASONAL PSCF ADJUSTMENT( EXISTING) ] BACKGROUND GROWTH @ 2.99% FOR 3 YEARS Committed Net Traffic Site Traffic Developments w/o Project (VPH) Total Traffic (PROPOSED) 1 NW IM Avenue & NW 3rd Street SOUTHBOUND SBR 20 ,:r c O i'- 1.06 8 21 a 23 le D 11 23 J] 13 to 36 'SBT 1 67 SBL 0 1.06 71 78 0 78 0 78 1.06 0 0 0 0 A 0 TOTAL 1 87 92 101 0 101 13 114 WESTBOUND WBR27 WBT 211 1.06 29 31 0 31 0 31 1.06 224 244 0 244 11 255 WBL 40 TOTAL 278 1.06 42 46 0 -46 0 46 295 322 0 322 11 333 NORTHBOUND NBRo 05 NETJ759 1.06 111 122 0 122 0 122 NBL04 TOTA09 1,06 110 120 0 120 4 124 222 242 0 242 4 246 FASTBOUND EBR42 EBT0 1.06 151 164 0 164 0 164 1.06 0 0 0 0 0 0 EBL3 TOTA85 1.06 46 50 0 50 0 b0 196 214 0 214 0 214 TOTAL 805 879 0 879 28 907 2 NW let Avenue& NW 5th Street SOUTHBOUND SBR0 SBT 32 n 0 0 r `O o 1.06 0 0 0 0 0 0 1.06 34 37 0 37 13 50 SBL 7 TOTAL 39 1.06 7 8 0 8 0 8 41 45 1 0 45 13 58 WESTEOUND WEIR 0 WBT 0 1.06 0 0 0 0 0 0 1.06 0 0 0 0 0 0 WBL 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 NORTHBOUND NBR 73 NBT 117 1.08 77 85 0 85 1 0 85 1.06 124 135 0 135 0 135 NBL 0 TOTAL 1 0 1.06 0 0 0 0 0 0 201 220 0 220 0 220 EASTBOUND EBR 64 EBT 420 1.06 66 74 0 74 0 74 1.06 445 486 0 486 23 509 EBL -05 TOTAL 529 1.06 48 52 0 52 15 57 561 613 0 613 38 651 TOTAL 668 803 878 0 878 51 929 3 NW 2nd Avenue & NW 3ftl Street SOUTHBOUND SBR SET 63 185 0 N 0 w` 0 " r' 0 1.06 67 73 0 73 14 87 1,08 196 214 0 214 0 214 SBL 27 TOTAL 275 1.06 29 31 0 31 0 31 292 318 0 318 14 332 WESTBOUND WEIR 39 WET 1.06 41 45 0 45 42 87 1A6 420 459 0 459 45 604 WBL 84 84 TOTAL 519 1.06 89 97 0 97 21 118 550 601 0 601 108 709 NORTHBOUND NB 77 NBT 346 1.06 82 89 0 89 D 89 1.06 367 401 0 401 6 407 NBL 99 TOTAL 522 1.06 105 115 0 115 553 604 6 610 FASTBOUND EBR 16 EBT 45 1.06 17 19 0 19 1.06 48 62 0 W05 52 EBL 8 TOTAL 69 1.06 8 9 1q 23 73 80 0 94 TOTAL 1386 1468 1604 128 1746 CRichard Garcia and Associates, Inc., 2008 TABLE: A3 Miami -Dade County Children's Courthouse MUSP INTERSECTION APPROACH VOLUMES 0 Z 0 F w 0 INTERSECTION NAME APPROACH .MOVEMENT PM PEAK HR COUNT Date of Count PHF PSCF PEAK SEASONAL ADJUSTMENT( EXISTING) BACKGROUND GROWTH @ 2,99% Developments FOR 3 YEARS Committed Net Traffic Site Traffic w/o Project (VPH) Total Traffm (VPH) (PROPOSED) z_ f 2 s 4 s B 7 B B 10 11 12 1s _- SBR 0 1.06 0 0 0 0 0 0 __. SBT 215 1.06 228 249 0 249 0 249 SOUTHBOUND SBL 9 1.06 10 10 0 10 25 35 TOTAL 1 224 237 259 0 259 25 284 WBR 85 1.06 101 110 0 110 64 174 n q NW 2nd Avenue 8 NW 4th Street WESTBOUND WBT D c '- '$ 0 m 6 1.06 0 0 0 0 0 0 WBL 69 TOTAL 164 1.06 63 68 0 68 14 82 163 178 0 178 78 256 NORTHBOUND NBR 6 NET 405 1.06 6 7 0 7 48 65 1.06 429 469 0 469 14 483 NBL 0 1.06 0 0 0 0 0 0 TOTAL 411 436 476 0 476 62 538 EBR 0 1.06 0 0 0 0 0 0 H EASTBOUND EBT 0 1.06 0 0 0 0 0 0 EBL 0 1A6 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 TOTAL 789 836 914 0 914 166 1079 SBR 0 1.06 0 0 0 0 0 0 1.06 154 168 0 168 12 180 SOUTHBOUND SET 145 SBL 25 1.06 27 1 29 0 29 1 0 29 TOTAL 170 180 197 0 197 12 209 Z, WBR 0 —T.-06— 0 0 0 0 0 0 'v 6 NW 2nd Avenue& NW 6th Street WESTBOUND MIST 0a n 0 a 1.06 0 0 0 0 0 0 WBL 0 TOTAL 0 1.06 0 0 0 0 0 0 0 A 0 0 0 0 NORTHBOUND NBR 156 NBT 321 1.06 166 181 0 181 38 219 1.06 340 372 0 372 40 412 NEL 0 TOTAL 477 .06 0 0 0 0 0 0 506 552 0 552 78 830 EBR 60 1.06 64 69 0 69 13 82 H EASTBOUND EBT 364 1.06 386 421 0421 0 421 EBL 28 1.06 30 32 0 32 0 32 TOTAL 452 479 623 0 523 13 536 TOTAL 1099 9166 1273 0 1 1273 1 103 1376 Notes: 1 Intersection Name 2 Intersection Approach 3 Intersection Approach Movement 4 TMC data provided by RGA. Inc, 5 Dale of Count 6 Peak Hour Factor 7 Peak Seasonal factor obtained from FDOT 8 Seasonally Adjusted TMC = Count "PSCF (These are the volumes utilized In the existing condition Intersection LOS). 9 A2,99 percent background grouth was utilized with a project build -out of three years, 10 Commited Traffic obtained from the City of Miami Large Scale Report. 11 Net Traffic = Peak Seasonally Adjusted TMC + Backgound+Commiled 12 Site traffic assignment. 13 Total Traffic = Net Traffic+ Site Traffic (These are the volumes utilized In the proposed Intersection LOS analysis) ®Richard Garcia and Associates, Inc., 2008 Richard Garcia & Associates Inc. 13117 NW 107 Ave, Ste # 4 Hialeah Gradens, FL 33018 Tel: 305-595-7505 Fax: 305-675-6474 File Name : NW 1 AVE & NW 3 ST PM Site Code : 00000000 f Start Date : 10/7/2008 Page No : 1 Grouns Printed- Cam - Trnrkc 05:00 PM 7 NW 1 AVE 0 3 NW 3 ST 5 61 NW 1 AVE 15 94 0 NW 3 ST 23 8 60 260 Southbound 4 41 Westbound 05:15 PM 4 Northbound 0 0 Eastbound 3 52 Start Time Right I Thru I Left I Peds I AM.Tolal Right I Thru I Left I Pads I App,TNal Right I Thru I Left I Peds I App, .., Right I Thru I Left I Peds tApp.raai Inl.Tolal 04:00 PM 4 15 0 12 31 9 51 9 18 87 0 20 18 6 44 35 0 10 5 50 212 04:15 PM 3 15 0 4 22 7 46 6 22 81 0 20 17 7 44 32 0 12 3 47 194 04:30 PM 7 17 0 2 26 6 55 12 20 93 0 27 18 8 53 43 0 5 0 48 220 04:45 PM 3 21 0 2 26 9 49 9 14 81 0 29 46 1 76 41 0 15 1 57 240 Total 17 68 0 20 105 31 201 36 74 342 0 96 99 22 217 151 0 42 9 202 866 05:00 PM 7 14 0 3 24 5 61 13 15 94 0 29 23 8 60 260 11 4 41 219 05:15 PM 4 18 0 0 22 3 52 7 5 67 0 31 19 3 53 19 1 10 4 34 176 05:30 PM 9 8 0 0 17 7 52 11 4 74 0 20 9 5 34 25 0 9 1 35 160 05:45 PM 6 7 0 1 14 4 47 4 5 60 0 22 10 3 35 21 0 7 1 29 138 Total 26 47 0 4 77 19 212 35 29 295 0 102 61 19 182 91 1 37 10 139 693 Grand Total 43 115 0 24 182 50 413 71 103 637 0 198 160 41 399 242 1 79 19 341 1559 Apprch % 23,6 63,2 0 13.2 0 1 0 0 7.8 64.8 11.1 16,2 43 1151 01 24 0 49.6 40.1 10.3 Right Thru Left Peds 71 0.3 23.2 5.6 Total % 2.8 7.4 0 1.5 11.7 3.2 26.5 4.6 6,6 40.9 0 12.7 10.3 2.6 25.6 15.5 0.1 5.1 1.2 21.9 O Cars 43 114 0 24 181 48 410 52 103 613 0 196 160 41 397 228 1 79 19 327 1518 % Cars 100 99.1 0 100 99.5 96 99.3 73.2 100 96.2 0 99 100 100 99.5 94.2 100 100 100 95.9 97.4 Trucks 0 1 0 0 1 2 3 19 0 24 0 2 0 0 2 14 0 0 0 14 41 % Trucks 0 0.9 0 0 0.5 4 0.7 26.8 0 3.8 0 1 0 0 0.5 5.8 0 0 0 4.1 2.6 NW 1 AvL yp� I ti Out In Total 323 181 504 4 1 5 327 162 509 43 114 024 0 1 0 0 43 1151 01 24 Right Thru Left Peds oC, � o �� J 1 I }�� Ln g O c a) M c ToT H -t North 10/7/2008 04:00 PM i z � 10/7/2008 05:45 PMCn MM f0 Nm C a c rn Cars Trucks j(DN O .- CD f Ww AA� CL Nwo w 4-1 T Left Thru Right Peds 160 196 0 41 0 2 0 0 1601 1981 01 41 394 97 791 34 2 g36 J 428 Out NW In Total Richard Garcia & Associates Inc. 13117 NW 107 Ave, Ste # 4 Hialeah Gradens, FL 33018 Tel: 305-595-7505 Fax: 305-675-6474 File Name Site Code Start Date Page No : NW 1 AVE & NW 3 ST PM :00000000 :10/7/2008 :2 Peak Hour Analysis From 04:00 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Beqins at 04:15 PM Inl. Total 04:15 PM NW 1 AVE NW 3 ST NW 1 AVE NW 3 ST 22 Southbound Westbound Northbound Eastbound Start Time Ri nt Thru 0 Left Peds App Tewi _ Right Thru Left Peds App. T.w Righl Thru Left Peds App.Telal Right Thru Left Peds App lea Peak Hour Analysis From 04:00 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Beqins at 04:15 PM Inl. Total 04:15 PM 3 15 0 4 22 7 46 6 22 81 0 20 17 7 44 32 0 12 3 47 194 04:30 PM 7 17 0 2 26 6 55 12 20 93 0 27 18 8 53 43 0 5 0 48 220 04:45 PM 3 21 0 2 26 9 49 9 14 81 0 29 46 1 76 41 0 15 1 57 240 05:00 PM 7 14 0 3 24 5 61 13 15 94 0 29 23 8 60 26 0 11 4 41 219 Total volume 20 67 0 11 98 27 211 40 71 349 0 105 104 24 233 142 0 43 8 193 873 %App. Total 20.4 68.4 0 11.2 7.7 60.5 11.5 20.3 0 45.1 44.6 10.3 73.6 0 22.3 4.1 PHF 1 .714 .798 .000 .688 .942 .750 .865 .769 .807 .928 .000 .905 .565 .750 .766 .826 .000 .717 .500 .846 1 .909 NW 1 AVE Out In Total 175 98 273 201 671 0 11 Right Thru Left Peds Peak Hour Data b J I =. V �0 e North z M vt Peak Hour Begins at 04:15 PM w 3 w z o Cars r [ o o m Trucks N;5i o EL Left Thru Rkihl Peds 1041 1051 01 24 249 233 F 482 Out In Total Richard Garcia & Associates Inc. 13117 NW 107th Ave SUITE #4 Hialeah Gardens, FL 33018 PH: 305-595-7505 Fax: 305-675-6474 Grouns Printed- Cars - Trucks File Name : NW 1 Ave & NW 5 St PM Site Code : 00000000 Start Date : 10/7/2008 Page No : 1 05:00 PM 0 NW 1 AVE 2 2 NW 5 ST 0 0 NW 1 AVE 0 0 NW 5 ST 31 0 3 53 Southbound 106 11 Westbound 134 200 Northbound 0 9 Eastbound 2 16 Staff Time Right Thru '.Left Peds ppp. Total Right Thru Left Peds App, Total Right Thru I Left I Peds I App. Tole] Right I Thru I Left Lpeds I App Total Int. Total 04:00 PM 0 4 3 2 9 0 0 0 1 1 12 26 0 12 50 13 68 7 0 88 148 04:15 PM 0 11 3 6 20 0 0 0 0 0 12 30 0 3 45 6 56 13 0 75 140 04:30 PM 0 5 2 0 7 0 0 0 0 0 10 24 0 1 35 21 73 10 0 104 146 04:45 PM 0 10 0 1 11 0 0 0 0 0 18 34 0 6 58 11 94 10 1 116 185 Total 0 30 8 9 47 0 0 0 1 1 52 114 0 22 188 51 291 40 1 383 619 05:00 PM 0 9 2 2 13 0 0 0 0 0 19 31 0 3 53 17 106 11 0 134 200 05:15 PM 0 9 5 2 16 0 0 0 0 0 17 30 0 4 51 15 115 11 0 141 208 05:30 PM 0 4 0 0 4 0 0 0 0 0 19 22 0 2 43 21 105 13 0 139 186 Grand Total 0 52 15 13 80 0 0 0 1 1 107 197 0 31 335 104 617 75 1 797 1213 Apprch % 0 65 18.8 16.2 0 0 0 100 31.9 58.8 0 9.3 13 77.4 9.4 0.1 Total % 0 4.3 1.2 1.1 6.6 0 0 0 0.1 0.1 8.8 16.2 0 2.6 27.6 8.6 50.9 6.2 0.1 65.7 Cars 0 52 15 13 80 0 0 0 1 1 107 197 0 31 335 104 617 75 1 797 1213 % Cars 0 100 100 100 100 0 0 0 100 100 100 100 0 100 100 100 100 100 100 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Out In Total 272 80 0 0 E [Z(2) 272 80 0 52 15 13' 0 0 0 0 01 521 151 13 Right Thru Lefi Peds n J 11 **LL��pp � O F I O O O �O O 1- Notth o m C 2 to G t-` F- 10/7/2008 04:00 PM --� 0 0 0 0 Z N r o 10/7/2008 05:30 PM cin Cars o CnR o 0 o O ;:-0— r- N m Trucks o o � 41 T F+ Left Thru Right Peds 0 197 107 31 0 0 0 0 0 197 1071 31 156 335M4910 0156 335 Out NW In Total Richard Garcia & Associates Inc. 13117 NW 107th Ave SUITE #4 Hialeah Gardens, FL 33018 PH: 305-595-7505 Fax: 305-675-6474 File Name : NW 1 Ave & NW 5 St PM Site Code : 00000000 Start Date : 10/7/2008 Page No :2 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM NW 1 AVE NW 5 ST NW 1 AVE NW 5 ST 11 0 Southbound Westbound Northbound Eastbound 18 Start Time Right Thru Left Peds nPP. real Right Thru Left Peds I nw. real Right Thru Left Peds APP.T.1.1 Right Thru Left Peds nom. ram Int. Total Peak Hour Analvsis 0 From 04:00 PM to 05:30 PM - Peak 1 of 1 200 05:15 PM 0 9 5 2 16 0 0 0 0 0 17 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 10 0 1 11 0 0 0 0 0 18 34 0 6 58 11 94 10 1 116 185 05:00 PM 0 9 2 2 13 0 0 0 0 0 19 31 0 3 53 17 106 11 0 134 200 05:15 PM 0 9 5 2 16 0 0 0 0 0 17 30 0 4 51 15 115 11 0 141 208 05:30 PM 0 4 0 0 4 0 0 0 0 0 19 22 0 2 43 21 105 13 0 139 186 Total Volume 0 32 7 5 44 0 0 0 0 0 73 117 0 15 205 64 420 45 1 530 779 App. Total 0 72.7 15.9 11.4 0 0 0 0 35.6 57.1 0 7.3 12.1 79.2 8.5 0.2 PHF .000 .800 .350 .625 .688 .000 .000 .000 .000 .000 r.961 .860 .000 .625 .884 .762 .913 .865 .250 .940 .936 NW I AVE Out In Total 162 44 206 7`1 01 32 7 5 Right Thru Left Peds 1 L► Peak Hour Data T � wo K F - North 2 ° c (gyp L Peak Hour Begins at 04:45 PM Peak 5 o, O R Cars O --q 0 � Trucks � O ry m No a m 0 T F► Left Thru Right Peds 01 1171 731 15 96 205 301 Out In Total Richard Garcia & Associates Inc. 13117 NW 107th Ave SUITE #4 Hialeah Gardens, Fl. 33018 PH: 305-595-7505 Fax: 305-675-6474 Grouns Printed- Cars - Trucks File Name : NW 2 AVE & NW 3 ST Site Code Start Date : 10/7/2008 Page No : 1 05:00 PM 16 NW 2 AVE 8 7 87 NW 3 ST 103 18 2 NW 2 AVE 18 78 24 NW 3 ST 126 6 7 1 6 20 Southbound 05:15 PM 16 Westbound 10 4 73 Northbound 86 19 Eastbound 111 18 Start Time Right I Thru I Left I Peds App. Tow Right I Thru I Left Peds I App.TWd Right I Thru I Left Peds App.raei Right I Thru I Left Peds I App.Tob ;LTOIai 04:00 PM 19 64 7 5 95 10 89 14 0 113 17 70 15 8 110 2 14 1 3 20 338 04:15 PM 19 41 8 9 77 8 80 11 5 104 16 65 19 5 105 2 16 3 4 25 311 04:30 PM 16 42 7 3 68 12 94 16 6 128 18 86 23 4 131 3 12 0 3 18 345 04:45 PM 15 44 2 2 63 12 113 31 3 159 23 84 26 6 139 2 16 2 2 22 383 Total 69 191 24 19 303 42 376 72 14 504 74 305 83 23 485 9 58 6 12 85 1377 05:00 PM 16 56 8 7 87 12 103 18 2 135 18 78 24 6 126 6 7 1 6 20 368 05:15 PM 16 43 10 4 73 3 86 19 3 111 18 98 26 4 146 5 10 5 3 23 353 05:30 PM 10 32 7 2 51 6 86 13 2 107 21 96 22 4 143 4 14 1 0 19 320 05:45 PM 11 27 5 1 44 4 81 11 0 96 15 79 19 2 115 3 11 1 1 16 271 Grand Total 122 349 54 33 558 67 732 133 21 953 146 656 174 39 1015 27 100 14 22 163 2689 Apprch % 21.9 62.5 9.7 5.9 0 0 0 0 7 76.8 14 2.2 122 349 54 33 14.4 64.6 17.1 3.8 Right Thru Left Peds 16.6 61.3 8.6 13.5 Total % 4.5 13 2 1.2 20.8 2.5 27.2 4.9 0.8 35.4 5.4 24.4 6.5 1.5 37.7 1 3.7 0.5 0.8 6.1 C. 0 O r Cars 122 349 54 33 558 67 732 133 21 953 146 656 174 39 1015 27 100 14 22 163 2689 Cars 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NW 2 AVE Out In Total 0 F737g55811,116 ? 737 s} 1221 349 541 33 0 0 0 0 122 349 54 33 Right Thru Left Peds J rtm -4 w w� O oo o 0 0 2 FJH-► North 10/7/2008 04:00 PM VOV 1 o o._, 0 0 o w .E r o ^ y 1017/2008 05:45 PM m 0 N (Mars W O W C. 0 O r NON N C\1 Trucks (N� d N.Na O.Na W OW- r Left Thru Might Peds 174 656 146 39 0 0 0 0 1741 656 146 39 509 1015 L520 0509 1015 OutIn Total Richard Garcia & Associates Inc. 13117 NW 107th Ave SUITE #4 Hialeah Gardens, FL 33018 PH: 305-595-7505 Fax: 305-675-6474 File Name : NW 2 AVE & NW 3 ST Site Code Start Date : 10/7/2008 Page No : 2 reaK YlourAnalysis From u4:uu t -m t0 uo:ou vm - reaK "I oT 1 Peak Hour for Entire Intersection Reoins at 04:30 PM Int. Tater 04:30 PM NW 2 AVE NW 3 ST NW 2 AVE NW 3 ST 68 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App.Tdal Right Thru Left Peds qpp, Telal Right Thr. Left Peds gpp,Taltl Right Thr. Left Peds qpp, Total. reaK YlourAnalysis From u4:uu t -m t0 uo:ou vm - reaK "I oT 1 Peak Hour for Entire Intersection Reoins at 04:30 PM Int. Tater 04:30 PM 16 42 7 3 68 12 94 16 6 128 18 86 23 4 131 3 12 0 3 18 345 04:45 PM 15 44 2 2 63 12 113 31 3 159 23 84 26 6 139 2 16 2 2 22 383 05:00 PM 16 56 8 7 87 12 103 18 2 135 18 78 24 6 126 6 7 1 6 20 368 05:15 PM 16 43 10 4 73 3 86 19 3 111 18 98 26 4 146 5 10 5 3 23 353 Total Volume 63 185 27 16 291 39 396 84 14 533 77 346 99 20 542 16 45 8 14 83 1449 % App. Total 21.6 63.6 9.3 5.5 7.3 74.3 15.8 2.6 14.2 63.8 18.3 3.7 19.3 54.2 9.6 16.9 PHF .984 .826 .675 .571 .836 .813 .876 .677 .583 .838 .837 .883 .952 .833 .928 .667 .703 .400 .583 .902 .946 NW 2 AVE Out in Total 393 291 684 �J 63 185 27 16 a ( XC Right Thru Left Peds 4 1 4 Peak Hour Data F- � N� —t I �1 w c0 Z North m cM �F- ~2 w w — Peak Hour Begins at 04:30 PM w a Z o N m Cars Trucks o a m j � W 5f N F+ Left Thru Right Peds 991 3461 771 20 'F 285 542F 827 OutIn Total Richard Garcia & Associates Inc. 13117 NW 107th Ave SUITE #4 Hialeah Gardens, FL 33018 PH: 305-595-7505 Fax: 305-675-6474 Grouns Printed- Cars - Trucks File Name : NW 2 AVE & NW 4 ST Site Code : 00000000 Start Date : 10/7/2008 Page No : 1 05:00 PM 0 NW 2 AVE 3 6 76 NW 4 ST 0 18 1 NW 2 AVE 1 93 0 NW 4 ST 103 0 0 0 2 Southbound 233 05:15 PM Westbound 49 1 Northbound 51 25 Eastbound 15 1 Start Time Right I Thru I Left I Peds I App.T.w Right I Thru I Left Peds A�.Tolai Right I Thru I Left I Peds ,,,,TWal Right I Thru I Left I Peds I A,I,Tdal InLTotal 04:00 PM 0 69 1 4 74 13 0 16 2 31 4 75 0 5 84 0 0 0 2 2 191 04:15 PM 0 50 7 8 65 13 0 17 3 33 4 70 0 5 79 0 0 0 3 3 180 04:30 PM 0 47 3 5 55 24 0 19 0 43 4 99 0 2 105 0 0 0 0 0 203 04:45 PM 0 52 2 1 55 13 0 7 1 21 0 108 0 6 114 0 0 0 0 0 190 Total 0 218 13 18 249 63 0 59 6 128 12 352 0 18 382 0 0 0 5 5 764 05:00 PM 0 67 3 6 76 33 0 18 1 52 1 93 0 9 103 0 0 0 2 2 233 05:15 PM 0 49 1 1 51 25 0 15 1 41 1 105 0 5 111 0 0 0 0 0 203 05:30 PM 0 45 1 2 48 2 0 7 0 9 0 98 0 1 99 0 0 0 0 0 156 05:45 PM 0 41 1 2 44 2 0 3 2 7 1 84 0 2 87 0 0 0 1 1 139 Total 0 202 6 11 219 62 0 43 4 109 3 380 0 17 400 1 0 0 0 3 3 731 Grand Total 0 420 19 29 468 125 0 102 10 237 15 732 0 35 782 0 0 0 8 8 1495 Apprch % 0 89.7 4.1 6.2 Right Thu Left Peds 52.7 0 43 4.2 1.9 93.6 0 4.5 TJ 0 0 0 100 North Total % 0 28.1 1.3 1.9 31.3 8.4 0 6.8 0.7 15.9 1 49 0 2.3 52.3 0 0 0 0.5 0.5 Cars 0 408 19 29456 125 0 101 10 236 15 699 0. 35 749 0 0 0 8 8 1449 %Cars 0 97.1 100 10.0 _97.4 100 0 99 100 99.6 100 95.5 0 100 95.8 0 0 0 100 100 96.9 Trucks 0 12 0 0 12 0 0 1 0 1 0 33 0 0 33 0 0 0 0 0 46 % Trucks 0 2.9 0 0 2.6 0 0 1 0 0.4 0 4.5 0 ' 0 4.2 0 0 0 0 0 3.1 Out In Total 824 456 1280 33 12 45 857 468 1325 0 408 19 29 D 12 0 0 01 4201 191 29 Right Thu Left Peds TJ N N North 000� 0 0 0 r 10/7/2008 04:00 PM 10/7/2008 05:45 PM �cnocn'o'.•S,� � a w w Cars r �N�o -4jrn ' Q °° o o° N Trucks 'D i O � a T r' Left Thru Right Peds 0 699 15 35 0 33 0 0 0 732 151 35 P1223 33 7821304 Out In Total Richard Garcia & Associates Inc. 13117 NW 107th Ave SUITE #4 Hialeah Gardens, FL 33018 PH: 305-595-7505 Fax: 305-675-6474 File Name : NW 2 AVE & NW 4 ST Site Code : 00000000 Start Date : 10/7/2008 Page No : 2 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM NW 2 AVE NW 4 ST NW 2 AVE NW 4 ST 55 24 Southbound Westbound Northbound Eastbound 4 Staff Time Right Thfu Left. Peds A ram pp Ri ht g Thfu Left Peds a ram pF' Right Thfu Left Peds App.Totm Right Thru Left Peds App.Tdl Int. Tolal Peak Hour Analvsis 0 From 04:00 PM to 05:30 PM - Peak 1 of 1 190 05:00 PM 0 67 3 6 76 33 0 18 1 52 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 47 3 5 55 24 0 19 0 43 4 99 0 2 105 0 0 0 0 0 203 04:45 PM 0 52 2 1 55 13 0 7 1 21 0 108 0 6 114 0 0 0 0 0 190 05:00 PM 0 67 3 6 76 33 0 18 1 52 1 93 0 9 103 0 0 0 2 2 233 05:15 PM 0 49 1 1 51 25 0 15 1 41 1 105 0 5 111 0 0 0 0 0 203 Total Volume 0 215 9 13 237 95 0 59 3 157 6 405 0 22 433 0 0 0 2 2 829 App. Total 0 90.7 3.8 5.5 60.5 0 37.6 1.9 1.4 93.5 0 5.1 0 0 0 100 PHF .000 .802 .750 .542 .780 .720 .000 .776 .750 .755 .375 .938 .000 .611 .950 1 .000 .000 .000 .250 .250 .889 NW 2 AVE Out In Total 500 237 737 9 13 Rightt Thr u Left Peds �J 1 �► Peak Hour Data F- --�. T �—% N �2- 2 North u o o Peak Hour Begins at 04:30 PM S � Cars r �S � O N Trucks O o V Er Q W N T r Left Thru Right Peds 0 405 61 22 274 433 707 Out In Total Richard Garcia & Associates Inc. 13117 NW 107th Ave SUITE #4 Hialeah Gardens, Fl. 33018 PH: 305-595-7505 Fax: 305-675-6474 Grouns Printed- Cars - Trucks File Name : NW 2 Ave & NW 5 St PM Site Code : 00000000 Start Date : 10/7/2008 Page No ; 1 05:00 PM 0 NW 2 AVE 6 2 NW 5 ST 0 0 NW 2 AVE 0 0 38 NW 5 ST 0 5 130 22 Southbound 11 0 Westbound 304 05:15 PM Northbound 26 8 Eastbound 36 0 Start Time Right Thru I Left I Peds I App.Tolal Right I Thru I Left I Peds App.TOW Right I Thru Left Peds App,Taai Right Thru LeftPeds App,Tam Int. Total 04:00 PM 0 65 5 9 79 0 0 0 2 2 12 77 0 12 101 16 60 7 0 83 265 04:15 PM 0 41 8 8 57 0 0 0 0 0 20 74 0 6 100 13 42 8 0 63 220 04:30 PM 0 42 5 1 48 0 0 0 0 0 23 97 0 4 124 14 54 8 0 76 248 04:45 PM 0 38 7 0 45 1 0 0 0 0 0 37 97 0 9 143 7 62 9 0 78 266 Total 0 186 25 18 229 0 0 0 2 2 92 345 0 31 468 50 218 32 0 300 999 05:00 PM 0 53 6 2 61 0 0 0 0 0 38 87 0 5 130 22 80 11 0 113 304 05:15 PM 0 26 8 2 36 0 0 0 2 2 45 81 0 3 129 15 112 4 0 131 298 05:30 PM 0 28 4 0 32 0 0 0 0 0 36 56 0 1 93 16 110 4 0 130 255 Grand Total 0 293 43 22 358 0 0 0 4 4 211 569 0 40 820 103 520 51 0 674 1856 Apprch % 0 81.8 12 6.1 0 0 0 100 25.7 69.4 0 4.9 15.3 77.2 7.6 0 Total % 0 15.8 2.3 1.2 19.3 0 0 0 0.2 0.2 11.4 30.7 0 2.2 44.2 5.5 28 2.7 0 36.3 Cars 0 293 43 22 358 0 0 0 4 4 211 569 0 40 820 103 520 51 0 674 1856 % Cars 0 100 100 100 100 0 0 0 100 100 100 100 0 100 100 100 100 100 0 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Out In Total 620 358 978 0 0 0 j�( h ^` 6 20 358 978 0 293 43 22 0 0 0 0 01 293 43 22 Right Thru Left Peds �o (0 T o North O c m o N N 2-4 V7 L� r 10/712008 04;00 PM 2 0 0 0 Z o N MO M 10/7/2008 05:30 PM 1. .. T o� Cars Cnr j o 0 o Trucks Tk O 000� �o a +i T F+ Left Thru Right Peds 0 569 2111 40 0 0 01 0 0 569 211 40 396 216 820 1 0 0 0 396 820 1216 Out In Total Richard Garcia & Associates Inc. 13117 NW 107th Ave SUITE #4 Hialeah Gardens, Fl. 33018 PH: 305-595-7505 Fax: 305-675-6474 File Name : NW 2 Ave & NW 5 St PM Site Code : 00000000 Start Date : 10/7/2008 Page No :2 Peak Hour Analysis From 04:00 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM Int, Total 04:45 PM NW 2 AVE NW 5 ST NW 2 AVE NW 5 ST 45 Southbound Westbound Northbound Eastbound Start Time Right 9 Thru Lek Peds App. Taa Right Thru Lek Peds App, Taai Right Thru Left Peds App, Total Right Thru Left Peds App. Tagil Peak Hour Analysis From 04:00 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM Int, Total 04:45 PM 0 38 7 0 45 0 0 0 0 0 37 97 0 9 143 7 62 9 0 78 266 05:00 PM 0 53 6 2 61 0 0 0 0 0 38 87 0 5 130 22 80 11 0 113 304 05:15 PM 0 26 8 2 36 0 0 0 2 2 45 81 0 3 129 15 112 4 0 131 298 05:30 PM 0 28 4 0 32 0 0 0 0 0 36 56 0 1 93 16 110 4 0 130 255 Total Volume 0 145 25 4 174 0 0 0 2 2' 156 321 0 18 495 60 364 '28 0 452 1123 App. Total 0 83.3 14.4 2.3 0 0 0 100 31.5 64.8 0 3.6 13.3 80.5 6.2 0 PHF .000 .684 .781 .500 .713 .000 .000 .000 .250 .250 .867 .827 .000 .500 .865 .682 .813 .636 .000 .863 .924 Out In Total =F-23 / T _ 0 145. —.25j___4 Right Thru Lel ft Peds Peak Hour Data 00 4g -t I "o 82 North U) o Peak Hour Begins a104:45 PM 4-= z 3 CA Z 0 (o Cars N I o N 0 0 Trucks 0 V (L N +1 T r Left Thru Right Peds 01 3211 156 18 205 495 700 Out In Total Richard Garcia & Associates, Inc. 13117 NW 107 Ave. Unit#4 Hialeah gardens, FI 33018 305.595.7505 / FAX 305.675.6474 Page 1 Site Code: 000000000000 Station ID: 9395 NW 3rd ST E/O NW 2nd Ave Latitude: 0'0,000 Undefined Start 07 -Oct -08 Total Time Tue EB WB 12:00 AM 11 19 30 63 ` 72 Percent ��' 12:30 14 24 38 1,2 11:00 11:00 01:00 11 7 18 0157 10 1:7 01:30 57 0,919 2 01:4..5. , ' . ,5. ;: •5 ; . , _. 10: 02:00 7 2 9 02,15 '. 4 2 6. 02:30 5 5 10 4: 5 8 03:00 2 5 7 03.115 2 5 .: . 03 30 2 2 4 03 4 " 4 2 6,5 ... 04:00 2 2 4 4 2 04:30 5 7 12 Q445... ;.. 5 2 7' 05:00 11 7 18 05:30 5 7 12 05 45 06 00 11 17 28 061:. 32... 17 06:30 36 19 55 064,5 47 22 07:00 50 29 79 07:30 67 34 101 '69:30 09 30 70 53 123 Q9 45 &8 79 .., 10:00 61 55 116 10 15w 472 10:30 63 65 TSR 1045 65 55 11:00 63 ` 72 Percent 54.4% 11:30 61 74; Peak 07:45 Total 1589 1333 2922 Percent 54.4% 45.6% Peak 07:45 11:00 11:00 Vol. 288 297 566 P.H.F. 0.935 0.940 0,919 Richard Garcia & Associates, Inc. 13117 NW 107 Ave. Unit#4 Hialeah gardens, FI 33018 305.595.7505 / FAX 305.675.6474 Page 2 Site Code: 00000.0000000 Station ID: 9395 NW 3rd ST E/O NW 2nd Ave Latitude: 6 0.000 Undefined Time Tue EB WB 05 1 b 12:00 PM 76 82 158 . _ 167- 12:30 76 89 165 A-.2,14 5 67 7Q 137 01:00 70 77 147 01.1.5, Z 79 156: 01:30 70 79 149 110 07 d5 5fi 41 1:79 02:00 76 96 172 0215 7;9 120 199.` 02:30 58 115 173 02 45167 03:00 81 94 175 03 1;5 70 101171: 03:30 76 94 170 05:00 76 125;- 201 05 1 b 8;1: 05:30 92 X125 217 05.45 189:' 06:00 72 94 166 06 15 85 9,6 182 06:30 77 82 159 06 h5 6 62 147:: • . 07:00 58 53 111 07..1.554 82 t 36 07:30 52 58 110 07 d5 5fi 41 97;: 08:00 56 55 111 55 96; 09:30 47 29 76 09 45 36 36 74. 10:00 45 34 79 2Q 10 39; 11:30 14 7 21 11:4.51'3 [9 32r Total 2977 3551 6528 Percent 45.6% 54.4% Peak 15:45 16:45 15:45 Vol. 364 490 815 P.H.F. 0.875 0.980 0.939 Richard Garcia & Associates, Inc. Page 3 13117 NW 107 Ave. Unit#4 Hialeah gardens, Fl 33018 Site Code: 000000000000 305.595.7505 / FAX 305.675.6474 Station ID: 9395 NW 3rd ST E/O NW 2nd Ave Latitude: 0' 0.000 Undefined Start 08 -Oct -08 Time Wed EB WB Total 12:00 AM 11 10 21 05:30 11 5 16 05 45 7 1744, 120 12:30 7 12 19 i 2 45 62 06 45 43 01:00 9 7 16 07:30 74 41 6 : 10 :' 15 01:30 2 2 4 Peak 08:15 11:00 08:15 02:00 2 2 4 0.874 0.845 0.874 02:30 2 0 2 024.5 2 4` 03:00 2 5 7 03"15 2 4!' 03:30 5 2 7 04:00 2 2 4 04:30 4 7 11 _' 04 45 5 ;. 1aT 05:00 5 2 7 ri 05:30 11 5 16 05 45 7 1744, 120 06:00 14 7 21 11'6 11:00 06:30 36 26 62 06 45 43 07:00 54 29 83 2f 85 07:30 74 41 115 0 45 65 y58 .;1 123;; 08:00 61 55 116 09 45 59 551 . 14 10:00 5850 108 ri 10:30 67 53 120 10 d5 f 1 55 11'6 11:00 58 82 140 114'' 11:30 67 58125 1,1 45fi7 .. ,` 8 ,4 15I': Total 1522 1300 2822 Percent 53.9% 46.1% Peak 08:15 11:00 08:15 Vol. 297 284 542 P.H.F. 0.874 0.845 0.874 Richard Garcia & Associates, Inc. Page 4 13117 NW 107 Ave. Unit#4 Hialeah gardens, FI 33018 Site Code: 000000000000 305.595.7505 / FAX 305.675.6474 Station ID: 9395 NW 3rd ST E/O NW 2nd Ave Latitude: 0' 0.000 Undefined Start 08 -Oct -08 Total Time Wed EB WB 12:00 PM 59 84 143 12 15 . 54 74 12$ 12:30 79 74 153 45 68 77 145', 01:00 72 67 139 0,1 15- 7;2 65 137 01:30 81 74 _ . 155 137 02:00 63 79 142 02 1.5 8;1y 55 1,36 02:30 70 65 135 03:00 52 74 126 03:30 79 74 153 59106 . 1,65` 04:00 76 84 160 ;: 04 n . $. < . $,1, . • ' , . 04:30 65 101 166 04 4'S 7b110 18Q= 05:00 81 113' 194 0516 7? 132 209 05:30 95 120 115; 05 45 72 127 .. 199 .. 06:00 90 106 19;; 06:30 76 72148 07:00 70 72 142 74 Y> 1,4$ 07:30 58 60 118 32 5082 .. ... 08:00 59 60 119 08 15 t. 56 .55 ' = 1,0.5' 08:30 45 43 88 Q8:5 4Q 46 09:00 36 43 79 091;5El.74i_ 09:30 32 46 78 09 45 43 29 72:' 10:00 34 31 65 1015 3.6 36 10:30 27 2653 11:00 18 24 42 11 tl 5 2.3 24 47 11:30 5 10 15 1,14:5 18 24 42: Total 2801 3286 6087 Percent 46.0% 54.0% Vol. 334 492 819 P.H.F. 0.879 0.932 0.952 Richard Garcia & Associates, Inc. Page 5 13117 NW 107 Ave. Unit#4 Hialeah gardens, FI 33018 Site Code: 000000000000 305.595.7505 / FAX 305.675.6474 Station ID: 9395 NW 3rd ST E/O NW 2nd Ave Latitude: 0'0.000 Undefined Time Thu EB WB 10.45 : 12:00 AM 13 12 25 1215 13 7 03 12:30 11 12 23 01:00 5 10 15 l)1 01 30 5 7 12 014,'5. :.7 �2' 02:00 4 7 11 02 15 2 ? 4 02:30 4 2 6 02 45:4, 03:00 7 2 9 03:30 4 2 6 0345, 4r 04:00 0 2 2 04:30 2 2 4 05:00 5 2 7 pk- 05:30 5 12 17 05 45 7 10 17 06:00 22 10 32 06 15 " 23. 14 . .. 06:30 3822 60 22. .. 07:00 50 24 74 59 29 88r 07:30 81 36 117 07 4`5 72 58 . ; : 13p:: 08:00 ? y, < 74"" 48 122 10:3u 52 58110 46.1% 10.45 : 56 128"' 11.00 303 131 P.H.F. 0.913 03 11:30 58 58 116 11.45 Percent 53.9% 46.1% Peak 07:30 10:30 08:15 Vol. 303 265 542 P.H.F. 0.913 0.860 0.886 Richard Garcia & Associates, Inc, 13117 NW 107 Ave. Unit#4 Hialeah gardens, FI 33018 305.595.7505 / FAX 305.675.6474 Page 6 Site Code: 000000000000 Station ID: 9395 NW 3rd ST E/O NW 2nd Ave Latitude: 0' 0.000 Undefined Total Time Thu EB WB 191 12:00 PM 63 62 125 06:30 56 7-2:130'; 133 12:30 76 91 167 26"'5'Y. 7" 72. 140 01:00 74 62 136 07:30 68 63 1?5 F28;'i 01:30 56 79 135 01 45. 67 8 4 1.51:', 02:00 70 65 135 02 15 $:1dr J4 112 02:30 79 72 151 ;, 02145= 67 54 , 03:00 56 62 118 03,,15 72 79 15,1!; 03:30 59 77 136 03 125. ,. 04:00 70 79 149 04 15 74 180:. 04:30 74 108 182 U6:uu �vN76; 115 191 06:30 56 77 133 06 45 ....::' 61 70 131' 07:00 65 58 123 82 138`; 07:30 68 72 140 .. 07 h5 192;': 08:00 50 53 103 08,1:5 5:6 4610 08:30 59 53 112 0$ 45 5Q 46 9C' 09:00 50 43 93 09.15 09:30 41 4384 09 45 ;! 32 36 10:00 34 26 6l) 72r 10:30 11 10 21 1 4'5 f 6 , .. 19 35' 11:06 25 224 1.1 11:36 20 17 37 19 Total 2749 3275 6024 Percent 45.6% 54.4% Peak 17:15 16:45 16:45 Vol. 306 498 796 P.H.F. 0.890 0.896 0.943 Total 13155 14042 Percent 48.4% 51.6% ADT Not Calculated 27197 Richard Garcia & Associates, Inc. Page 1 13117 NW 107 Ave, Unit#4 Hialeah gardens, FI 33018 Site Code: 000000000000 305.595.7505 / FAX 305.675.6474 Station ID: 9995 NW 2nd Ave SIO NW5St Latitude: 0' 0.000 Undefined Start 07 -Oct -08 Time Tue NB SB Total 12:00 AM 8 8 16 1 10:00 12:30 10 5 15 12 45 01:00 6 6 12 46 8g 01:30 2 1 3 11:00 02:00 2 1 3 2 3 5: 02:30 0 . 1 1 .... 93 03:00 4 1 5 1063 1059 2122 03:30 2 4 6 Peak 5 04:00 2 1 3 04 15 4 3 7 04:30 6 3 9 04,4.5 .., � .... r• '4 . ": ,4 8 05:00 2 4 6 05:30 4 8 12 05 4;5 14 5.. 06:00 6 10 16 06 15 12 20 = . 32; 06:30 21 25 46 06 4(5 , 12 0 . ' 42 07:00 23 38 61 07:30 33 51 84 08:00 45 43 88 09:30 47 46 93 09 4,5.. 45 1 10:00 41 40 81 10:30 43 46 8g 11:00 40106 38 87 ; 11:30 47 46 .... 93 114:: Total 1063 1059 2122 Percent 50.1% 49.9% Peak 11:00 08:15 08:15 Vol. 230 207 407 P.H.F. 0.846 0.877 0,877 Richard Garcia & Associates, Inc. Page 2 13117 NW 107 Ave. Unit#4 Hialeah gardens, FI 33018 Site Code: 000000000000 305.595.7505 / FAX 305.675.6474 Station ID: 9995 NW 2nd Ave S/O NW 5 St Latitude: 0' 0.000 Undefined Start 07 -Oct -08 Time Tue NB SB Total 12:00 PM 68 41 109 12rt1;5. 5-1 107 54 161"< 12:30 60 55 115 1,2 45 6 48. 11b 01:00 55 50 105 01 15 µ 103-; 01:30 60 56 116 Q1,45 59 45 1"04 02:00 64 44 108 02 f 5 45 56 101. 02:30 53 49 102 02,45 70 54 1.'24 03:00 60 36 96 Q315, 78 5;a 137; 03:30 60 55 115 12:7 04:00 68 53 121 04:30 82 45 127 09:30 1.39:1 05:00 92 56 148 5-1 107 54 161"< 05 30 98 66 164 zadd05 45103 50 153. 06:00 86 ' ...` 63 - 149' 21 19 40 06:30 59 53 112 06 45 ._.. .,. 62 __. _........ _ .�8 .__. .._. w._:. _. ._ ....... 110: 07:00 59 49 108 20 . 07:30 49 40 89 07 4.5 11 450 08:00 49 41 90 09:30 37 23 60 10:00 25 24 49 54: 10:30 21 19 40 10 45 11:00 20 13 33 1 1. 15 20 16 p:r . 36 11:30 8 4 12 11 450 13 33' Total 2672 1953 4625 Percent 57.8% 42.2% Peak 17:00 17:15 17:15 Vol. 400 233 627 P.H.F. 0.935 0.883 0.956 Richard Garcia & Associates, Inc. Page 3 13117 NW 107 Ave. Unit#4 Hialeah gardens, FI 33018 Site Code: 000000000000 305.595.7505 / FAX 305.675.6474 Station ID: 9995 NW 2nd Ave S/O NW 5 St 0`45 49 Latitude: 0' 0.000 Undefined Start 08 -Oct -08 10.00 Total Time Wed NB SB 1Q:15 12:00 AM _ 10 9 19 12 15. 9 36 12:30 10 8 18 11.00 01:00 8 4 12 10 01:30 6 4 10 01,'45 6. 10: 02:00 6 3 9 Total , 1062 1058 02:30 2 3 5 49.9% 7' 03:00 2 5 08:15 Vol. 215 211 03:30 2 3 5 03 45 2 1 3; 04 00 2 0 v. 3 04:30 2... 1 i�4;45 ,2 5` 05:002 4 6 14, 05:30 10 4 14 8 5 iir 06:00 8 15 23 16 06:30 18 26 44 06 45 18 29 47 07:00 20 35 55 ,1 23 41 64:. 0`45 49 40 10.00 37 46 83 1Q:15 ;436 $9: 10:30 47 36 83 10:45 , 11.00 Y 62 38 100 11:30 47 40 87 11;:"45. ;. 51. 38 ...; Total , 1062 1058 2120 Percent 50.1% 49.9% Peak 10:30 08:00 08:15 Vol. 215 211 48 408 P.H.F. 0.867 0.909 0.887 Richard Garcia & Associates, Inc. 13117 NW 107 Ave. Unit#4 Hialeah gardens, FI 33018 305.595.7505 / FAX 305.675.6474 Page 4 Site Code: 000000000000 Station ID: 9995 NW 2nd Ave S/O NW 5 St Latitude: 0' 0.000 Undefined_ Start 08 -Oct -08 Total Time Wed NB SB 1215 59 ;' 05:30 M 94 147 06:30 62 39 4-0- 0 ." 06.45. , .. •.:. ,.. 12 30 12:30 74 53 127 12,45 59 ,48 107: 01:00 51 51 102 08:00 9;7. 01:30 64 39 103 01:45 43 41 84 114` 02:00 53 49 102 0215 . 76 132; 02:30 59 55 114 °° 52 10 00 114;` 03 00 51 39 90 03150 8 8 _ 16 10 45 03:30 62 41 103 03 45 10;� 60 161 04:00 64 49 . 113 04.15. Total 2662 1918 04:30 88 51 139 044,5 90 54 144;. 05:00= > 103: 50,,°��:. 0.896 0.888 05:30 M 94 147 06:30 62 39 101 ." 06.45. , .. •.:. ,.. ± . 5? ;; 43" 07:00 .: 47 45 92 071'5 66 39 :105;' 07:30 59 48 107 08:00 43 35 78 d8 15 37 39 08:30 43 41 84 Q8 457 =. 35 99—:0.0.. 35 35 70 091:5.., 37 28 66: 09:30 35 29 64 X09 4523 °° 52 10 00 21 24 1.015 25 29....:. . 54 10 30 8 8 _ 16 10 45 16 ,11 57- 11:00 18 18 36 11:30 14 14 28 Total 2662 1918 4580 Percent 58.1% 41.9% Peak 16:45 17:15 16:45 Vol. 405 213 613 P.H.F. 0.896 0.888 0.940 Richard Garcia & Associates, Inc. 13117 NW 107 Ave. Unit#4 Hialeah gardens, FI 33018 305.595.75051 FAX 305,675.6474 Page 5 Site Code: 000000000000 Station ID: 9995 NW 2nd Ave S/ONW5St Latitude: 0' 0.000 Undefined Start 09 -Oct -08 Total Time Thu NB SB Peak 12:01D.-A.M... 12 9 21 Vol. 204 12:30 6 5 11 0.850 1z 01:00 6 5 6. Al 10" 01:30 2 4 6 , p1 45 6 1 7 02:00 2 5 7 021;5. 2 5 i7, 02 30 2 1 3 3:- 03:00 2 4 6' 7> 03:30 4 3 7 03 4..5 04:00 4 1 04 15 4 3 04:3d 4 3 04..4 05:00 2 4 6 05 30 10 8 18 _ 0 45 5 15: 06:00. 6 11 17. 1. 06,50 06:30 12 36 42 06 45 21 3364 07:00 23 34 57 Q7:15 1;'8 46 31 50 81 ...07:30 07 45 45 54 99` 08:0035 41 76 d8. � $ 77- 08.30 33 53= 86 .,. 0845 09:00 29 4675 09 15'4- 409 09:30 30 41 39 80 09 45 " 4.5 44..... 10 00 53 46 99 101'5 .W7, 36 10 30 41 39 gp 11: 1026 41 43 UITION, Percent 49.0% 51.0% Peak 11:00 08:30 10:45 Vol. 204 203 375 P.H.F. 0.850 0.906 0.860 Richard Garcia & Associates, Inc. Page 6 13117 NW 107 Ave. Unit#4 Hialeah gardens, FI 33018 Site Code: 000000000000 305.595.7505 / FAX 305.675.6474 Station ID: 9995 NW 2nd Ave S/O NW 5 St Latitude: 0' 0.000 Undefined Time Thu NB SB 16:45 12:00 PM 59 49 108 12 15 68 - 48.. 0.948 12:30 53 50 _ 103 "015 _ 51" 46 97 01:00 55 45 100 01" 15 5.7 11.- .. '. .. .. 122; 01:30 57 55 112 ,. 14 1,.48 02:00 45 60 105 021':5 5'5 49 1'04 02:30 41 53 94 02 45 5;( 4192' 0300 57 46 103 03:30 64 50 114 04:00 88 56 144 041:5 , 82 55 137 04:30 88 56 144 0� 48 109 � 61 � 170 05:00 99 59 15$'; b5 i'5 107 7U177;`: 05:30 113 68 Q5 45103 . 58 = 161"" 06:00 96 56 152 49 1 19 06:30 72 61 133 48 >. 07:00 64 51 115 07 15" 5:1, 6 07:30 53 35 88 O7 45 .. , ; 47 39 08:00 41 35 76 FeaK "IbAb 'IbAb 16:45 09:30 35 31 66 09*45"' 0.947 0.921 0.948 10:00 23 19 42- "015 _ 23 3b 10:30 18 19 37 10 45M 18 11.- .. '. .. .. 29 11:00 12 15 27 11 1:5 14 1,.48 ; 11:30 8 9 17 Total 2614 2033 4647 Percent 56.3% 43.7% FeaK "IbAb 'IbAb 16:45 Vol. 428 258 686 P.H.F. 0.947 0.921 0.948 Grand Total 11099 9088 20187 Percent 55.0% 45.0% ADT Not Calculated MIAMI-DADE COUNTY CHILDREN'S COURTHOUSE MUSP TRAFFIC IMPACT STUDY Appendix E: Committed Developments & Programmed Improvements 26 Richard Garcia & Associates, Inc. TABLE: A4 Miami -Dade County Children's Courthouse MUSP Committed Developments (Status: A -Completed; B -Under Construction; C -Approved; D -Application; E -Preliminary; F -Withdrawn) of 2008As May 1, Folio No Name Type of Permit Address Description Net Area 1 01-0107-030-1130 Miami River Park Apartments Exempt 445 NW 4 Street Medical offices and research DOWNTOWN A 2 01-4137-043-0010 US Federal Courthouse Exempt 400 N. Miami Avenue Federal Government Office DOWNTOWN B Mixed Use: Office & Parking Garage; Joint Development with Municipal Parking 3 01-0109-070-1010 Courthouse Garage Joint Development 240 N. Miami Avenue DOWNTOWN E Garage No. 1 4 01-0108-090- Mordalis Properties Class 11 333-345 NW 3rd Street Residential DOWNTOWN E 1170,<new> TABLE: A4-1 Miami -Dade County Children's Courthouse MUSP Committed Developments Link ROADWAY DIR Project Name Total Committed Traffic Person Tri p Volume @ 1.4 PPV Mass Transit in Person -Trip @ 14.9% NAME AT Miami River Park Apartments US Federal Courthouse Courthouse Garage Joint Development Mordalis Properties p 1 2 3 4 5 6 7 8 9 1 NW 2nd Avenue South of NW 5th Street NB 0 0 0 0 0 0 0 SB 0 0 0 0 0 0 0 LINK 0 0 0 0 0 0 0 2 NW 3rd Street East of NW 2nd Avenue EB 0 0 0 0 0 0 0 WB 10 0 0 0 0 0 1 0 LINK 1 0 1 0 0 0 0 0 10 >tes: 1 Roadway Name Roadway Name 2 Direction Direction 3-6 From Traffic Studies on From Traffic Studies on File at the City of Miami (see attached) 7 Total committed traffic a Total committed traffic assigned to analyzed roadways. 8 Person trips assigned to Person trips assigned to Transportation Corridor. 9 Transit trips assigned to Transit trips assigned to Transportation Corridor. Mia, ,arge Scale Report F 1of2 home I city directory I city officials I commission agendas ( employment I events This Web site is best viewed using Internet Explorer version 5.0 or higher With a resolution of 1024 x 768. Copyright © 2005, City of Miami, Information Technology Department http://gis.miamigov.com/RedDBGIS 50/MapForms/WfimiRedDBMap.aspx?ScrHeight=566&ScrWidth=800 10/9/2008 Mar - ".arge Scale Report F 1 of 2 This Web site is best viewed using Internet Explorer version 5.0 or higher with a resolution of 1024 x 768. Copyright @ 2005, City of Miami, Information Technology Department http://gis.raianiio,ov.com/RedDBGIS —50/MapForms/wfimRedDBMap.aspx?ScrHeight--566&ScrWidth=800 10/9/2008 C� 4 rl` Y01 Search 1Results Layers Legen Result Type: Project Information Miami River Park Apartments Developer Description Residential Address 445 NW 4 Street District 5 NET Area DOWNTOWN PZONE R-4 Special Overlay District Special Overlay District Neighborhood Conservation District 3 Neighborhood Conservation District 1 (or) 2 Zoning District A o ------ `4 This Web site is best viewed using Internet Explorer version 5.0 or higher with a resolution of 1024 x 768. Copyright @ 2005, City of Miami, Information Technology Department http://gis.raianiio,ov.com/RedDBGIS —50/MapForms/wfimRedDBMap.aspx?ScrHeight--566&ScrWidth=800 10/9/2008 C� Mia? -,arge Scale Report I 1 of 2 CITY 0 home I city directory I city officials I commission agendas I employment I events This Web site is best viewed using Internet Explorer version 5.0 or higher with a resolution of 1024 z 768. Copyright © 2005, City of Miami, Information Technology Department http://gis.miamigov.com/RedDBGIS_50/MapFormslwfrmRedDBMap.aspx?ScrHeight=566&ScrWidth=800 10/9/2008 Miar- ",arge Scale Report F IC. 1 of 2 CITY OF MIAMI: home I city directory I city officials I commission agendas I employment I events This Web site is best viewed using Internet Explorer version 5.0 or higher with a resolution of 1024 x 768. Copyright © 2005, City of Miami, Information Technology Department http://gis.miamigov.com/RedDBGIS 50/MapForms/wfrmRedDBMap.aspx?ScrHeight=566&ScrWidth=800 10/9/2008 Mar ',arge Scale Report F 1 of 2 home I city directory I city officials I commission agendas I employment I events This Web site is best viewed 'using Internet Explorer version 5.0 or higher with a resolution of 1024 x 768. Copyright © 2005, City of Miami, Information Technology Department http://gis.miamigov.com/RedDBGIS_50/MapForms/wfrmRedDBMap.aspx?ScrHeight=566&ScrWidth=800 10/9/2008 Neva ge 1 Legend CIT Projects B-30002 -Dinner Key RestorationtEnhancement of Spoil Isla nos A,B,C,D,E B-30004 -Coca nut Grove Traffic Calming B-30150 -Dinner Key Marina Gratings, Gates &Locks B-30120 - Virrick Park Gym Repairs B-30184 -Virginia Key Beach Park Parking Lot &ADA B-30199 -Virginia Key Beach Sanitary Force Main Rd. Reconstruction B -30200 -Bayfront Park Rock Garden Upgrades B-30235 - Citywide Traffic Circles B-30247- Dinner Key Dredging B-30270 - International Watersports Center- FY00 Project B-30282 - Old Virginia Key Beach Park Storm Sewer Pump Station B -30290 -Bicentennial Park Shoreline Stabilization Ph 11 B-30292 - Virrick Park Community Center/Library & Classroom B-30293 - Bicentennial Park Shoreline Stabilization Project B -30310 -Bicentennial Shoreline Stabilization Ph. III B-30325-Miamarina Emergency Pier Repairs B-30374 - Virginia Key Rowing Center Improvements B-35846 - M om ingside Park Recreation Building Improvements 13-35853 - Virrick Park Pool Building Renovation B-35855 - M iarri Watersports Center Hangar Improvements 8-35896 - M argaret Pace Park I mprovements - Ph. 11 B-50700 - Battersea and Douglas Road Storm Sewer Improvement B -60474 -Dinner Key Marina MooringPile Replacement -Ph.2 ( B-60475 - Douglas Park Recreation Bldg. Renovation B-70502 - I chimura Miann-Japan Garden Replacement B-73501 - Mlard Convention Center Roof Replacement 9-73502 - James L. Knight Center Parking Garage Improvements B-75814-Arrrbrister Rec. Building Improvement B-75829 - Blanche Park Playground Equipment B-75833 - Roberto Clemente Park Playground 9-75840 - Dorsey Park Building Renovation Expansion B-75840 - Douglas Park Parking Lot and Lighting O B -75855 -Legion Park Playground B?8510-Historic Preservation Initiatives - GusmanHall ;lof2 http://www.miamigov.com/capitallmprovements/pages/Projectlnformation/D2.htm 10/13/2008 Proiect Description The project consists of the milling and resurfacing of the existing road, replacement of broken sidewalks and broken curbing, the addition of ADA compliant pedestrian ramps, to be accomplished without disturbing the lining of existing storm sewer pipes. Project Type: Streets Commission District: 2 -Commissioner Marc Sarnoff Current Status: Active 5 -Commissioner Michelle Spence -Jones Current Phase Construction Location: Various streets throughout downtown. Anticipated Schedule Construction Start: Summer 2005 Construction End: Summer 2006 Project Schedule and Costs are subject to change. Contact: AskCIT@ci.miami.fl.us Contact Phone: 305-416-1280 Total Estimated Cost $4,363,000.00 --- ----- ----- :N UV .L — -- --- ---- - -, a D w 9 gNE 03 ST m NNE 3RD�ST i ' 0 F1...W N. NW 3^ 7 -i O I ST O .ST m € W No m ➢ QiST NE'01 5T :l p E, IAGLER W FLA - . EOi ST ..m a. s SW iST ST W:09 ST _ . /ger SW 02 S? `SE 28T o - w r v�33 SW i 5185H �., 8W 03 T 7 G SW ST ..:. Anticipated Schedule Construction Start: Summer 2005 Construction End: Summer 2006 Project Schedule and Costs are subject to change. Contact: AskCIT@ci.miami.fl.us Contact Phone: 305-416-1280 Total Estimated Cost $4,363,000.00 MIAMI -RADE COUNTY CHILDREN'S COURTHOUSE MUSP Traffic Impact Study Appendix F: Transit 2'7 Richard Garcia & Associates, Inc. MIAMI-DADE COUNTY CHILDREN'S COURTHOUSE MUSP TRAFFIC IMPACT STUDY Appendix G: Corridor Analysis (Person Trip) 28 Richard Garcia & Associates, Inc. TABLE: A5 Miami -Dade County Children's Courthouse MUSP PM PEAK HOUR VOLUMES Link ROADWAY a) 0 to o0 LLC) m p � a U ¢ DIR PM Peak Hour AVERAGE PM PEAK HOUR VOLUME NAME AT Tuesday Wednesday Thursday ExistinyCandifign (Seasonally Adtusted) ., _ -_ _.. - .. -4 ..: .. x..10 .__12 ,.. _.._ 1 2 3 5 6 7 8 9 11 13-. co co NB 400 405 428 411 427 1 NW 2nd Avenue South of NW 5th Street cal IY n o rn o o rn o SB 233 213 258 235 244 LINK 633 618 686 646 671 EB 364 334 306 335 348 2 NW 3rd Street East of NW 2nd Avenue (D Of 0 o o o 4 °' o WB 490 492 498 493 1 512 LINK 854 826 804 1 828 1 860 Notes: 1 Roadway Name 2 Location of Count 3 Source of Data: RGA=Richard Garcia & Associates, Inc. 4 Beginning of data count 5 Ending of data count 6 Peak Seasonal Correction Factcr obtained from 2007 Florida Traffic Information CD, Miami -Dade North Category 8700 7 Axle Correction Factor obtained from 2007 Florida Traffic Information CD 8 Link Direction 9, 11 Raw Data 12 Average of Count 13 Seasonally Adjusted PM Peak Hour Calculation=Average•SF`ACF © Richard Garcia and Associates, Inc. 2008 TABLE: A6 Miami -Dade County Children's Courthouse MUSP Project Traffic ROADWAY DIR Percent Ingress Percent E resss Net Vehicle Trips - IN Net Vehicle Trips OUT Net Vehicle Trips - TOTAL FROM TO Site Traffic>: NW 2nd Avenue W Fla ler St NW 8 St NB 40.00 15.00 62 78 140 NW 8 St W Flagler St SB 12.00 12.00 25 14 39 NW 3rd Street N Miami Ave N River Dr EB 15.00 15.00 0 0 0 N River Dr N Miami Ave WB 12.00 1 12.00 28 80 108 TABLE: A7 Miami -Dade County Children's Courthouse MUSP PERSON TRIP VOLUME AND CAPACITY ANALYSIS TABLE (ONE-WAY ANALYSIS) ROADWAY MODE ROADWAY DIR MIAMI ADOPTED LOS CORRIDOR TYPE ROADWAY VEHICULAR CAPACITY PERSON- TRIP CAPACITY @ 1.6 PPV ROADWAY VEHICULAR VOLUME PERSON- TRIP VOLUME p 1.4 PPV EXCESS PERSON TRIP CAPACITY ROADWAY PERSON TRIP FROM TO V/C LOS EXISTWG CONDITION (SeasonallyAdjusied) NW 2nd Avenue W Fla ler St NW 8 Si NB E 1 LD -Non State 851 1361 427 598 763 0.44 C NW 8 St W Fla ler St SB E 1 LD -Non State 851 1361 244 341 1020 0.25 C NW 3rd Street N Miami Ave N River Dr EB E 1 LD -Non State 851 1361 348 487 874 0.36 C N River Dr N Miami Ave WB E 2LD-Non State 1720 2752 512 717 2035 0.26 C WITH ';8ACKGROt1ND TRAFFIC (2011 . NW 2nd Avenue W Fla ler St NW 8 St NB E 1 LD -Non State 851 1361 466 653 708 0.48 C NW 8 St W Fla Ier St SB E 1 LD -Non State 851 1361 266 373 988 0.27 C NW 3rd Street N Miami Ave N River Dr EB E 1 LD -Non State 851 1361 380 532 829 0.39 C N River Dr N Miami Avel WB I E 2LD-Non State 1720 2752 560 784 1968 0.28 C WITHBACKGROUND, _& COMMITTED TRAFFIC NW 2nd Avenue W Fla ler St NW 8 St NB E 1 LD -Non State 851 1361 466 653 708 0.48 C NW 8 St W Fla ler St SB E 1 LD -Non State 851 1361 266 373 988 0.27 C NW 3rd Street N Miami Ave N River Dr EB E 1 LD -Non State 851 1361 380 532 829 0.39 C N River Dr N Miami Ave WB E 2LD-Non State 1720 2752 560 784 1968 0.28 C WITH PROJECT AND BACKGROUND -& COMMITTEDTRAFFIC NW 2nd Avenue W Fla Ier St NW 8 Si NB E 1 LD -Non State 851 1361 606 849 512 0.62 D NW 8 St W Fla ler St SB E 1 LD -Non State 851 1361 305 427 933 0.31 C NW 3rd Street N Miami Ave N River Dr EB E 1 LD -Non State 851 1361 380 532 829 0.39 C N River Dr N Miami Ave WB E 2LD-Non State 1720 2752 668 935 1817 0.34 C TABLE: A7-1 Miami -Dade County Children's Courthouse MUSP PERSON TRIP VOLUME AND CAPACITY ANALYSIS TABLE (TWO-WAY ANALYSIS) ROADWAY MODE ROADWAY DIR MIAMI ADOPTED LOS CORRIDOR TYPE ROADWAY VEHICULAR CAPACITY PERSON- TRIP CAPACITY I @ 1.6 PPV ROADWAY VEHICULAR VOLUME PERSON- TRIP VOLUME 1.4 PPV EXCESS PERSON TRIP CAPACITY ROADWAY PERSON TRIP FROM TO V/C LOS FJCISTING CONDITION (Se asonally,4ctjusted) NW 2nd Avenue W Fla ler St NW 8 St NB/SB E 2LD-Non State 1554 2486 671 939 1547 0.38 1 C NW 3rd Street N Miami Ave N River Dr EB E 1 LD -Non State 851 1361 348 487 874 N River Dr N Miami Ave WB E 2LD-Non State 1720 2752 512 717 2035 EB/WB E 3LD-Non State 2571 4113 860 1204 2909 0.29 C WITH BACKGROUND TRAFFIC (2041} ,_. NW 2nd Avenue W Fla ler St NW 8 St NB/SB E 2LD-Non State 1554 2486 733 1026 1461 0.41 C NW 3rd Street N Miami Ave N River Dr EB E 1 LD -Non State 851 1361 380 532 829 N River Dr N Miami Ave WB E 2LD-Non State 1720 2752 560 784 1968 EB/WB E 3LD-Non State 2571 4113 940 1315 2797 0.32 1 C WITH BACKGROUND & COMMITTED'TRAFFI.C, NW 2nd Avenue W Fla ler St NW 8 St NB/SB E 2LD-Non State 1554 2486 733 1026 1461 0.41 1 C NW 3rd Street N Miami Ave N River Dr EB E 1 LD -Non State 851 1361 380 532 829 N River Dr N Miami Ave WB E 2LD-Non State 1720 2752 560 784 1968 _ EB/WB E 3LD-Non State 2571 4113 940 1315 2797 0.32 C WITH PROJECT AND BACKGROUND '& COMMITTED"TRAFFIC _ NW 2nd Avenue W Fla ler St NW 8 St NB/SB E 2LD-Non State 1554 2486 912 1276 1210 0.51 1 C NW 3rd Street N Miami Ave N River Dr EB E 1 LD -Non State 851 1361 380 532 829 N River Dr N Miami Ave WB E 2LD-Non State 1720 2752 668 935 1817 EB/WB E 3LD-Non State 2571 4113 1048 1467 2646 0.36 1 C MIAMI -RADE COUNTY CHILDREN'S COURTHOUSE MUSP Traffic Impact Study Appendix H: Intersection & Driveway .ME Richard Garcia & Associates, Inc. TABLE : A8 Miami -Dade County Children's Courthouse MUSP Intersection Leve! of Service Summary Intersection Existing (2008) Proposed (2011) Delay LOS Delay LOS NW 1st Avenue & NW 3rd Street 18.1 B 20.1 C NW 1st Avenue & NW 5th Street 33.1 C 19.2 B NW 2nd Avenue & NW 3rd Street 21.9 C 22.6 C NW 2nd Avenue & NW 4th Street 3.2 A 7.2 A NW 2nd Avenue & NW 5th Street 23.4 C 18,9 B NW 4th Street & Driveway 1 0.2 A NW 4th Street & Security Driveway (OUT) 0.1 A NW 4th Street & Driveway 2 3.4 A NW 3rd Street & Driveway 3 1.2 A OB -074 MD Children's Courthouse Lane Geometry 08-074 MD Children's Courthouse Existing PM Peak Hour TMC's HCM Signalized Intersection Capacity Analysis Existing PM Peak Hour TMC's 1: NW 3 Street & NW 1 Avenue 08-074 MD Children's Courthouse Ideal Flow �vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 4.8.8 ... _. 40..,: Lane Util. Factor 1.00 1.00 0,95 1.00 1,00 1.00 1.00 1.0 0 $5 Flt Protected 0.99 0.95 1.00 0.95 1,00 1.00 1.00 .,. 1770 1863 1863 . ;1583 Flt Permitted 0.88 0.62 1.00 0.71 1.00 1.00 1.00 Said, Flog (P?�itl) :" :�47g 3Z8 ... . 31 6 1863....._, 1$63 ::,8 3: 1 Peak -hour factor, PHF 0,91 0.91 0.91 0.91 0,91 0.91 0.91 0,91 0,91 0.91 0.91 0.91 :246: 7$,. RTOR Reduction �vph) 0 37 0 0 7 0 0 0 0 0 0 .23 20 0 . 180 0 `12 Turn Type Perm Perm Perm Perm IN de 4 . } Permitted Phases 2 6 8 4 Effective Green, g (s) 77.5 77.5 77,5 14.5 14.5 14.5 14.5 k 0 014 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4 0 t_, 4.0 3 4`0 Lane Grp Cap(vph) 1139 899 2695 191 270 270 230 W.., v%s Ratio Perm c0.12 0,04 c0,09 0.00 vca'tio ,.. 016 0 05 010 63 05 9 Uniform Delay, d1 2.9 2.6 2.7 40.2 39.1 381 36.6 Incremental Delay, d2 0.3 0.1 0.1 6.7 1.2 0,6 0,0 29 X69 403 387 6 Level of Service A A A D D D D PProcg1 Approach LOS A A D D HCM Average Control Delay 18.1 HCM Level of Service B Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Analysis Period (min) 15 c �,i ic�g) Laje Go%p Timings Existing PM Peak Hour TMC's 1: NW 3 Street & NW 1 Avenue 08-074 MD Children's Courthouse Act Effct Green (s) 77.5 77.5 77.5 14.5 14.5 14.5 14.5 Switch Phase _ .. 0.18 !mUmiiaj (sJ ...: -kb 4 .... ..Q 4 0 4 0 �.._..,_n.. ! 0 ` 4 0 4 0 Minimum Split (s) 20.5 20.5 20.5 20.5 20.5 20.5 . �....... 20.5 20.5 0.0 .A9. �... ..69 �0 .. 69 0 310 31 0 3 0 31 0 Total Split (%) 69.0% 69.0% 69.0% 69.0% 31.0% 31,0% 31.0% 31.0% YeJI'ow Tie (s);, 4 Q 4 0 4 04 4 A All-Red Time (s) 0.0 ,. 0.0 0.0 0.0 OA 0.0 0.0 0.0 Lost�eAdiys (s) D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ; Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4,0 4.0 4.0 Act Effct Green (s) 77.5 77.5 77.5 14.5 14.5 14.5 14.5 v/c Ratio 0.18 0.05 0.10 0.63 0.45 0.29 0.09 42. Queue Delay 0,0 0.0 0.0 0.0 0.0 _.39_._4140 0.0 z ...... 0.0 a.�ya 43f2 39."'',, LOS A A A D D D B Approach LOS A A D C ee Cvcle Length; 100 Offset: 8 (8%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Control Type: Actuated -Coordinated "iiia v/c Ra o'0 63= Intersection Signal Delay 18.6 Intersection LOS B lrltesec°CcY tJ)zaio 4 7°Jo 1CU Le of Slce' Analysis Period (min) 15 and Phases: 1: NW 3 Street & NW 1 Avenue o2 I* o4 HCM Signalized Intersection Capacity Analysis Existing PM Peak Hour TMC's 2: NW 5 Street & NW 1 Avenue 08-074 MD Children's Courthouse Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 40. Lane Util, Factor 0.91 0,95 1.00 0.95 '0 Flt Protected 1.00 1:00 0.95 1.00 Fit Permitted 1.00 1.00 0.62 1.00 $aid .P3, (ems X972 .. '' 336 . ,`t1 `3539 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0,94 0,94 0.94 0.94 0.94 0.94 0.94 � � �u x, .. _, RTOR Reduction (vph) 0 38 0 0 0 0 0 22 0 0 0 0 Labe Grote Fop() ` 0 558 0 0 , 0 0.92 0 _ 7 36 Q Turn Type Perm Perm Permitted Phases 4 6 Effective Green, g (s) 18.4 .6 73.6 73.6 9C Ratio... x �.8. Fr .73 Clearance Time (s) 5.05 .0 5.0 5.0 Lane Grp Cap (vph) 915 2455 847 2605 v/s Ratio Perm 0.11 0.01 Uniform Delay, d1 37.5 3.7 3.5 3.5 I'ro��essRoxactas00......10€ Incremental Delay, d2 ._, 1.1 0.1 0.0 0.0 .� Level of Service D � -� A A A Approach LOS D A A A Timings Existing PM Peak Hour TMC's 2: NW 5 Street & NW 1 Avenue 08-074 MID Children's Courthouse Switch Phase Minimum Split (s) 21,0 21.0 21,0 21.0 Total Split (%j 66,0% 34.0% 34.0%a 34.0% f All -Red Time (s) 1.0 1.0 1.0 1.0 Lane Configurations Total Lost Time (s) 4.0 4.0 + Lead -Lag Optimize? Turn Type pec ) o�d Node C Max C Max 'C flax Perm 18.4 73.6 73.6 73.6 Di vlc Ratio 0.63 0.09 Permitted Phases 6 Switch Phase Minimum Split (s) 21,0 21.0 21,0 21.0 Total Split (%j 66,0% 34.0% 34.0%a 34.0% All -Red Time (s) 1.0 1.0 1.0 1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead -Lag Optimize? pec ) o�d Node C Max C Max 'C flax Act Effct Green (s) 18.4 73.6 73.6 73.6 Di vlc Ratio 0.63 0.09 ... d..... . _ .,., .. .. . _ �._ u ..., _. 0.01 0.01 LOS Approach LOS Splits and Phases: 2: NW 5 Street & NW 1 Avenue HCM Signalized Intersection Capacity Analysis Existing PM Peak Hour TMC's 3: NW 3 Street & NW 2 Avenue 08-074 MQ Children's Courthouse Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Totalostt�e(s) � 40i) X400.0 40 40 40 Lane Util, Factor 1.00 1.00 1.00 0.95 1,00 1.00 1,00 1,00 0 9 00 0 97 :1 00 0 96 Flt Protected 0.95 1,00 0,95 1,00 0.95 1.00 0,95 1.00 said1o1(pro}�.77�.-. 177p 3492 X770 ')812 770 Fit Permitted 0.45 -,9.. 1,00 0,71 1.00 0,45 1.00 0.21 1.00 X79 .. Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0,95 0.95 0.95 0.95 0.95 0,95 0.95 iii . i$.....g4 442 43 ,. 1_71 RTOR Reduction (v h) 0 8 0 5 0 0 13 0 0 21 0 .Q. .: � 11 .. 459 0 3j1;` .. 2 6 0: Turn Type Perm PermPerm Perm jp Permitted Phases 2 6 8 4 3.8. , 33.8 33 Effective Green, g (s) 58.2 58.2 58.2 58,2 33,8 33,8 33.8 33.8 bx58 Q 58 _.. Q 58 053. ;0 34` ;0 3� Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 . 4.0 4.0 4,0 �/ejcexeftsfon-(s) 8 A 3 0 3 0 Lane Grp Ca (vph) 490 1042 772 2032 283 612 �t %s Natio oto3 131 605 2 0 A Ratio Perm 0.01 0,07 0,13 0.08 �p Ro..:..... Q D6 Q 12 2 0 39 0 75 0 24 (342 Uniform Delay, d1 a�, 8.8 , , .: 9.0 „ ..�. 9,4 10.1 25.3 _., 29.3 - 23,8 25.6 00 1 Incremental Delay, d2 0.1 0.1 0.3 0.3 0,9 5,0 0,9 0,5 ?aY(s) 89 2`3 d .., Level of Service A A B B C C C C Approach LOS A B C C s rPIT e WIM, 13 HCM Average Control Delay 21.9 HCM Level of Service C w Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intel ecion C acy ;: i iz £i h 5Q 5% IC3J [ eel of Srv�ce A - Analysis Period (min) 16 Timings Existing PM Peak Hour TMC's 3: NW 3 Street & NW 2 Avenue 08-074 MD Children's Courthouse _J* __,, — 4 Switch Phase Y�)nN�leS) 4b °d0 4Q =4.30 40 40 All -Red Time (s) 0,0 Lane Configurations ..: 0.0 0.0 1 0 0.0 0.0 Total Lost Time (s) 4,0 4.0 4:0 Turn Type Perm 4.0 Perm 4.0 Perm Perm Lead -Lag Optimize? Permitted Phases 2 6 tecall'flo C Max CIax C pax 8 Mi Mln n 4 ,. Act Effct Green (s) Switch Phase Y�)nN�leS) 4b °d0 4Q =4.30 40 40 All -Red Time (s) 0,0 0.0 ..: 0.0 0.0 ..0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4,0 4.0 4:0 4,0 4.0 4.0 4.0 4.0 Lead -Lag Optimize? tecall'flo C Max CIax C pax C `Max Mi Mln n �.. ,. Act Effct Green (s) 58,2 58.2 58,2 58.2 33.8 33.8 33,8 33.8 NOWe�� v/c Ratio 0.02 0.07 0.12 0.24 0,39 0,76 0,24 0.44 Queue Delay 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 1;29 96 1299 273 353 252 235 Y LOS B A B B C D C C Approach LOS its and Phases: 3: NW 3 Street & NW 2 Avenue HCM Unsignalized Intersection Capacity Analysis Existing PM Peak Hour TMC's 4: NW 4 Street & NW 2 Avenue 08-074 MD Children's Courthouse Sign Control Stop Free Free Gadeyb% 0�% _.... _ _..... . Peak Hour Factor 0.89 0.89 0.89 0.89 0,89 0.89 Pedestrians Walking Speed (fus) Right turn flare (veh) wowa Npne Hone . .`� � �v... � Median storage veh) pX, platoon unblocked 0.78 0.78 0.78 b, 489 vC1, stage 1 conf vol vCu, unblocked vol 561 205 209 4 tC 2 stage (s) - p0 queue free % 81 83 99 U NARROW s 59 W Q4 Approach LOS C Analysis Period (min) 15 v HCM Signalized Intersection Capacity Analysis Existing PM Peak Hour TMC's 5: NW 5 Street & NW 2 Avenue 08-074 MD Children's Courthouse Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util, Factor 0.91 1.00 1.00 At Protected 1.00 1.00 0.99 78`1 1 Flt Permitted 1.00 1.00 0.90 Sa Flo ,aper n) 4968JI 74 16 6 Peak -hour factor, PHF 0.92 0.92 0,92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 37019 RTOR Reduction (vph) 0 42 0 0 0 0 0 6 0 0 0 0 Turn Type Perm Perm 'roaceases._�... arm Permitted Phases 4 6 Effective Green, g (s) 15,5 76.5 76,5 - x ... :: .. ... .....t, x.R. ._� ...S.c ,..i. _.n... .......... .., ,.. Clearance Time (s) 4.0 4.0 4.0 Lane Grp Cap (vph) 770 1362 1282 v/s Ratio Perm 0.10 0.12 0 I t)15 Uniform Delay, d1 39.5 .. 4.0 .,... .. 3.1 ... . Incremental Delay, d2 1.6 0.8 0.3 a.O .y 36 34t Level of Service D B A Approach LOS D A B A , n HCM Average Control Delay 23.4 HCM Level of Service C Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Period (min) 15 Timings Existing PM Peak Hour TMC's 5: NW 5 Street & NW 2 Avenue 08-074 MD Children's Courthouse lfloawo LOS D B A Approach LOS Cycle Length: 100 Offset: 2 (2%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Control Type: Actuated -Coordinated Intersection Signal Delay: 23.1 Intersection LOS: C nterseCtion Ga c y l)) Zai ori=47 2° ICt1 Leve(of S0V61ce A Analysis Period (min) 15 Splits and Phases: 5: NW 5 Street & NW 2 Avenue 105 Lane Configurations Turn Type Perm Proedted Pias 2 3 6 = . . - Permitted Phases 6 Desecor P)?Se.. 2 Switch Phase NEW,.00 {s) 4 Minimum Split (s) 20.5 20.5 20.5 20,5 Total Split (%) 63,0% 37.0% 37,0% 37.0% All -Red Time (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) a4.0 4.0 4.0 4.0 Lead -Lag Optimize? Act Effct Green (s) 15.5 76.5 76.5 v/c Ratio 0.64 0.40 0.15 Queue Delay 0.0 0.0 0.0 lfloawo LOS D B A Approach LOS Cycle Length: 100 Offset: 2 (2%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Control Type: Actuated -Coordinated Intersection Signal Delay: 23.1 Intersection LOS: C nterseCtion Ga c y l)) Zai ori=47 2° ICt1 Leve(of S0V61ce A Analysis Period (min) 15 Splits and Phases: 5: NW 5 Street & NW 2 Avenue 105 08-074 MD Children's Courthouse Proposed PM Peak Hour TMC's HCM Signalized Intersection Capacity Analysis Proposed PM Peak Hour TMC's 1: NW 3 Street & NW 1 Avenue 08-074 MD Children's Courthouse -- "ter '' ""� "N t r'` j ' Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 v/s Ratio Perm c0.13 0,04 c0,11 410"'4 0.00 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 1.00 1.00 00MOP- 0.1 0.1 8.0 1.1 0,6 Flt Protected 0.99 0.95 1.00 0.95 1,00 1.00 1.00 5 Flog �R p)) .. ' .. in 77 .. 3 8 1770 18Y�E0 A D Flt Permitted 0.87 0,63 1,00 0.69 1.00 1.00 1.00 RTOR Reduction (vph) 0 43 0 0 6 0 0 0 0 0 0 34 Turn Type Perm Perm Perm Perm Permitted Phases 2 6 8 4 Effective Green, g (s) 76.2 76.2 76.2 15,8 15.8 15,8 15,8 ctuafe�G Rat o 0 7`6 0 7� 0 76 0 (6 06 0 6 016 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 V/ei1?elQll Lane Grp Cap (vph) 1106 897 2653 204 294 294 250 ON}�atioPro�f... .s�,Y= s:.. .....0��9.... . , ..007,,....r.,... .. .. ,,0�0�......_..,.: v/s Ratio Perm c0.13 0,04 c0,11 0.00 3 ��c Radio � (i 7 0 08 067 0 46 d 29 0�3 Uniform Delay, d1 3.3 ,012 .. x. .. 3,0 3.1 39,6 _............ 38.2 . . . 37.2 . , 35,6 Incremental Delay, d2 0.3 0.1 0.1 8.0 1.1 0,6 0.0 ?e 4 A .._ .„ � 65 Level of Service A A A D D .z D E Ajzrpfiach Approach LOS A A D D PIT HCM Average Control Delay 201 HCM Level of Service C wt� we,n` Actuated Cycle Length) 100.0 Sum of lost time (s) 8.0 �tesEclio Capacity itioij , :., .._ ._ ;4% ICtJ Le� of SeYvice A Analysis Period (min) 15 Timings Proposed PM Peak Hour TMC's 1: NW 3 Street & NW 1 Avenue 08-074 MD Children's Courthouse . beeor tae �........ Switch Phase Minimum Split (s) 20.5 20.5 20.5 20.5 20.5 20.5 20.5 20,5 7oa,Split 3100 3 3�0,...3,.�..... n Total SplltL%) 69.0% 69.0% 69,0% :.... 69.0% 31.0% 31.0% 31.0% 31 0% 1�el�oaltp(s)--:.0. 40..�....' 40_ _..... All -Red Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4,0 4.0 4.6 4.0 4.0 4,0 4.0 Lea��a'�g Lead Lag Optimize? Act Effct Greens 76.2 76.2 76.2 15.8 15.8 15 8 15.8 c a eC Raf�o 0 6 Q 76 Q 76 016 0° 6 016 , 016 vlc Ratio 0,20 0.06 0.12 0.67 0.45 029 0.14 Queue Delay 0.0 0.0 0.0 0,0 0.0 0.0 0.0 LOS A A A D D D C Approach LOS Splits and Phases: 1: NW 3 Street & NW 1 Avenue 4 9� MWi < � r . h• ® r HCM Signalized Intersection Capacity Analysis Proposed PM Peak Hour TMC's 2: NW 5 Street & NW 1 Avenue 08-074 MD Children's Courthouse Lane Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Uniform Delay, d1 36.0 4 4.2 4.3 Incremental Delay, d2 1.1 0.1 0.0 0.0 Level of Service C A A A Lane Util, Factor Approach LOS C A 0,91 A 0.95 1,00 0.95 At Protected 0,99 1,00 0.95 1,00 Flt Permitted 0,99 1,00 0,61 1.00 t9 (peC?)93 . 3335 ... : 1.29 3539 Peak -hour factor, PHF 0,94 0,94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 A: RTOR Reduction 4vph) 0 34 0 0 0 0 0 26 0 0 0 0 LateGro�F1.(ujib.)'....0 67 Q 0 4 0 Q ;:2408 0 9, 53 Q Turn Type Perm Perm Permitted Phases 4 6 _- HCM Average Control Delay 19,2 HCM Level of Service B MOVA ►n . �a a to. ` ...,... 2�._.... _...... .... . Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Analysis Period (min) 15 Lane Grp Cap (vph) 1044 2368 802 2513 z v/s Ratio Perm 0.13 0.01 vcf�a�o 09 01 0 Uniform Delay, d1 36.0 4.5 4.2 4.3 Incremental Delay, d2 1.1 0.1 0.0 0.0 Level of Service C A A A Approach LOS C A A A HCM Average Control Delay 19,2 HCM Level of Service B MOVA ►n . �a a to. ` ...,... 2�._.... _...... .... . Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Analysis Period (min) 15 Timings Proposed PM Peak Hour TMC's 2: NW 5 Street & NW 1 Avenue 08-074 MD Children's Courthouse Turn Type Perm Permitted Phases 6 Switch Phase 4 Minimum Split (s) 21,0 21.0 21.0 21.0 oa1S�`� s •4�6�60 _,340 30 340 • .- Total Split (%) 66.0% 34.0% 34.,0% 34.0% A. All Red Time (s) 1.0 1.0 1.0 1.0 Total Lost Time (s) 4,0 4.0 4.0 4.0 Lead Lag Optimize? Act Effct Greens 21.0 71.0 71.0 71.0 v/c Ratio 0.64 0,10 0.01 0.02 re .,.... - Queue Delay 0.0 0.0 0.0 0.0 Analysis Period (min) 16 Splits and Phases: 2: NW 5 Street & NW 1 Avenue h 01 OUR M M 6 HCM Signalized intersection Capacity Analysis Proposed PM Peak Hour TMC's 3: NW 3 Street & NW 2 Avenue 08-074 MD Children's Courthouse Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 TIME � ??(s),. _.��.... ��.�. 40 s:x��... �pa �� Lane Util. Factor 1,00 1.00 1.00 0.95 1,00 1,00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 T7�a7�4s;1 1770? 177,0 Flt Permitted 0.37 1,00 0.71 1.00 0,42 1.00 0.20 1,00 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 RTOR Reduction (vh)0 9 0 0 9 0 0 ae (zQtP.Fo G+p1): ` 246 0 12 13 0 0 33 . 23 X94 0 Q Turn Type Perm 663 Perm Perm 0.09 Perm vcRfQ 00 0�4 D6 024 Permitted Phases 2 ..... ...,10i . _Q•7 . ,.? ,... Uniform Delay, d1 10,6 10.6 11.3 12.4 23.3 6 8 4 Effective Green, g (s) 54,8 54,8 54.8 54.8 37.2 37.2 37.2 37.2 37 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 3, Q. W,_ . ale E ens;[on l�).. )3. R . .. 3, �.._ ... _ .. ,_. 0 3 Q ....:.. 3, 0 3.l , _ . ,, Lane Grp Cap (vph) 378 980 723 1897 294 674 136 663 v/s Ratio Perm 0,03 0.09 0.15 0.09 vcRfQ 00 0�4 D6 024 ..... ...,10i . _Q•7 . ,.? ,... Uniform Delay, d1 10,6 10.6 11.3 12.4 23.3 ... 27.4 ... r 21.7 23.6 Incremental Delay, d2 0,3 0.1 0.5 0.5 0.9 4.8 0.9 0.5 Level of Service B B B T B C C C C Nt?PaP(l?Y), f $ 12 $ ` 30...,...... 31 $..:} ,. ,. . _ .,. Approach LOS B B C ..., ....fi...' . C HCM Average Control Delay 22.6 HCM Level of Service C AGM. Volt�e fo Cap�c i 0 50 ' [alio Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Analysis Period (min) 15 Timings Proposed PM Peak Hour TMC's 3: NW 3 Street & NW 2 Avenue 08-074 MD Children's Courthouse Switch Phase Minimum Split (s) 20.5 20.5 20.5 20.5 20.5 I 20.5 20.5 N 0 Lane Configurations ' Total Split (°l°) 36.0% 36.0% ' T 52 B 504 15 40� 31 214 Turn Type Perm Perm 4 0 Perm . 0.0 Perm .. 0,0 P-(pedPr 0.0 0.0 0.0 0.0 .Phss, Permitted Phases 2 6 8 4 4.0 Switch Phase Minimum Split (s) 20.5 20.5 20.5 20.5 20.5 20.5 20.5 20.5 N 0 O 0 6,4 0 Total Split (°l°) 36.0% 36.0% 36,0% 36,0% 64.0% 64.0% 64.0% 64.0%° ellow Time 4 4 0 d 0 0. 4 0 All -Red Time (s) . 0.0 0.0 .. 0,0 �. 0,0 0.0 0.0 0.0 0.0 0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead -Lag Optimize? �ecallf o e C Ntax C fV x •� � X. .. !o e,... oRe , .bone Act Effct Green (s) 54.8 54.8 54.8 54.8 37.2 37.2 37,2 37.2 v/c Ratio 0.06 0.08 0.17 0.33 0,41 0,76 0.24 0.46 Co�t,o�D1e�, ,> >,.. MENU AW,_,,_50..-.. 143. <.255 33_.,.._... Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tot�llJl�' LOS B B B B C C Cf C Approach LOS Splits and Phases: 3: NW 3 Street & NW 2 Avenue HCM Unsignalized Intersection Capacity Analysis Proposed PM Peak Hour TMC's 4: NW 4 Street & NW 2 Avenue 08-074 MD Children's Courthouse 4- ' ► Sign Control Stop Free Free Grace'%�°�Q .. . .. .... ... . .. Q Peak Hour Factor 0.89 0.89 0;89 0.89 0.89 0.89 vCu, unblocked vol 754 283 X96 A4, > 62 ?� 280 Pedestrians tC, 2 stage (s) p0 queue free % 66 66 96 ci�l capacity (yeti) t„mfeF.wn ss. c,.w ,tp 1 Sa'3d Walking Speed (ftls) ”- re'., �,.—d,e :".n::m2gri¢m6tiTsavaed'. g_; "; m _ _.._----..._.._._...._ .� b Pecet Blockage, �_ _ Right turn flare (veh) a4�e , Median storage veh) Analysis Period (min) 15 pX, platoon unblocked 0,76 0.76 0.76 �C, coifl)ctt,� Vo �e � 932 57 - 604 vC1, stage 1 cont vol vCu, unblocked vol 754 283 324 tC, 2 stage (s) p0 queue free % 66 66 96 ci�l capacity (yeti) t„mfeF.wn ss. c,.w ,tp 1 Sa'3d ”- re'., �,.—d,e :".n::m2gri¢m6tiTsavaed'. g_; "; m _ _.._----..._.._._...._ Volume Left 92 0 39 0 Analysis Period (min) 15 HCM Signalized Intersection Capacity Analysis Proposed PM Peak Hour TMC's 5: NW 5 Street & NW 2 Avenue 08-074 MD Children's Courthouse Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 X76 Level of Service B C B Approach LOS B Lane Util, Factor 0,91 1.00 HCM Average Control Delay 18.9 HCM Level of Service B 1.00 j Uoe t'oCapacty ret)o 'f03" Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 fetse n Cpclty Uti)tzo)f 52;3°o IC Leuel of Service Analysis Period (min 15 Flt Protected 1.00 G�� ` 1.00 { 0,99 Flt Permitted 1.00 1.00 0.68 Std . Flo Peak -hour factor, PHF 0,92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0,92 0 RTOR Reduction (Th) 0 21 0 0 0 0 0 25 0 0 0 0 ��i1ro?jo (upi0 5� , 0 Q 4 0 0 ` 66_ 0. Q 228, Q Turn Type Perm Perm Permitted Phases 2 4 iqP� C�een G (s) 45 46 Effective Green, g (s) 45.1 46.9 46.9 00 Clearance Time (s) 4.0 4.0 4.0 Lane Grp Cap (vph) 2234 833 590 v/s Ratio Perm 0,11 0.18 Uniform Delay, d1 17.0 22.5 17.2 Incremental Delay, d2 0.3 5,1 0.4 ORI��a .. ..... ...... 3 k_..`. .. ., .. ..,..... �20 ., .....,.. X76 Level of Service B C B Approach LOS B A C B HCM Average Control Delay 18.9 HCM Level of Service B j Uoe t'oCapacty ret)o 'f03" Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 fetse n Cpclty Uti)tzo)f 52;3°o IC Leuel of Service Analysis Period (min 15 G�� ` { Timings Proposed PM Peak Hour TMC's 5: NW 5 Street & NW 2 Avenue 08-074 MD Children's Courthouse i urn i ype Perm Permitted Phases 4 Switch Phase Minimum Split (s) 20.5 20.5 20.5 20.5 Total Split (%) 37,0% 63,0% 63.0% 63,0% Yellow Tine Is)' 4 0 4 0 4 0 r 4 0 ` All -Red Time (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4,0 4.0 4.0 4.0 ize? HCM Unsignalized Intersection Capacity Analysis Proposed PM Peak Hour TMC's 6: NW 4 Street & D/W 1 08-074 MD Children's Courthouse '--* Ir �1-- t Sign Control Free Free Stop Grade o°/°lQ 100 0% Y Peak Hour Factor 0,92 0.92 0.92 0.92 _ 0.92 0.92 9T, Pedestrians Walking Speed (ft/s) u. Right turn flare (veh) NO NON y_ iVo Median storage veh) pX, platoon unblocked 4C co'nflic volae i ..- � . ...�... vC1, stage 1 conf vol WC2`, sage 2 coli f o vCu, unblocked vol 98 368 95 tC, 2 stage (s) Volume Left 0 0 5 cSH 1700 1495 632 Lane LOS B Approach LOS B Analysis Period (min) 15 � v i p0 queue free % 100 99 100 Volume Left 0 0 5 cSH 1700 1495 632 Lane LOS B Approach LOS B Analysis Period (min) 15 � v i HCM Unsignalized Intersection Capacity Analysis Proposed PM Peak Hour TMC's 8: NW 4 Street & Security D/W (OUT) 08-074 MD Children's Courthouse -+ ``� fir''~ •f-- ''� �`` Sign Control Free Free Stop Gide 00a Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Walking Speed (ft/s) Right turn flare (veh) Median storage veh) pX, platoon unblocked vC1, stage 1 conf vol vCu, unblocked vol 90 361 90 tC, 2 stage (s) p0 queue free % 100 100 100 51T ............ Volume Left 0 0 2 Roe cSH 1700 1700 638 Lane LOS B Approach LOS B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis Proposed PM Peak Hour TMC's 9: NW 4 Street & D/W 2 08-074 MD Children's Courthouse Sign Control Free Free Stop Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Walking Speed (ft/s) cSH 1700 1505 836 Queue Length 95th (ft) 0 0 16 Gn�ol Deys� 0 Q 0 1 2 Lane LOS B Approach LOS Analysis Period (min) 15 Right turn flare (veh) e ranee = Yoe one Median storage veh) X, platoon unblocked C coflici ng vvlu $ e 9U 258 6 ....., vC1, stage 1 conf vol vCu, unblocked vol 90 258 64 tC, 2 stage (s) p0 queue free % 100 89 93 cSH 1700 1505 836 Queue Length 95th (ft) 0 0 16 Gn�ol Deys� 0 Q 0 1 2 Lane LOS B Approach LOS Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis Proposed PM Peak Hour TMC's 10: NW 3 Street & DM 3 08-074 MD Children's Courthouse Sign Control Free Free Stop .. °l0 0%0 Peak Hour Factor 0.92 0.92 0.92 0,92 0.92 0.92 R Median storage veh) WJpsren pX, platoon unblocked vC1, stage 1 conf vol vCu, unblocked vol451 638 226 t�, tC, 2 stage (s) p0 queue free % 100 100 78ME8 cSH 1700 1700 1700 778 Queue Length 95th (ft) 0 0 0 9 s � Lane LOS B Approach LOS