Job No. 15-019 Page 2 TABLE OF CONTENTS 1.0 INTRODUCTION... 4 2.0 EXISTING CONDITIONS... 5 3.0 TRAFFIC GENERATION... 7 4.0 TRIP DISTRIBUTION... 8 5.0 FUTURE CONDITIONS... 8 6.0 SITE ACCESS...13 7.0 CONCLUSION...13
Job No. 15-019 Page 3 Appendices SITE PLAN... APPENDIX A METHODOLOGY LETTER... APPENDIX B TRAFFIC COUNTS & FDOT PSCF DATA... APPENDIX C 2015 EXISTING CONDITIONS OPERATIONAL ANALYSIS... APPENDIX D TRIP GENERATION CALCULATIONS... APPENDIX E SCHOOL ZIP CODE ENROLLMENT DATA... APPENDIX F FDOT HISTORICAL TRAFFIC DATA... APPENDIX G INTERSECTION DEVELOPMENT SHEETS... APPENDIX H 2017 FUTURE CONDITIONS WITHOUT PROJECT ANALYSIS... APPENDIX I 2017 FUTURE CONDITIONS WITH PROJECT ANALYSIS... APPENDIX J SUPPLEMENTAL ANALYSIS USING ITE TRIP GEN RATES... APPENDIX K EXISTING SIGNAL TIMING... APPENDIX L
Job No. 15-019 Page 4 1.0 INTRODUCTION The existing 1650 student 6 th through 12 th grade charter school located at the southeast corner of Sample Road and University Drive is proposed to relocate to south of NW 29 th Street approximately 600 feet east of Coral Springs Drive and expand enrollment by 450 students for a total of 2100 students. The Parcel ID Number for the subject property is 4841-21-31-0010. Note that the proposed site is part of the overall Coral Springs Municipal Complex that contains a City park, an Art Center, and Public Safety Buildings. The proposed school will be located at the existing surface parking lot that is utilized for both the Center for the Arts and City Park. The proposed school site will include a parking garage to ensure that adequate parking will continue to be provided for the Center for the Arts, the City Park, and the proposed school. Project build-out for the school relocation and expansion is the 2016-2017 school year. The purpose of this study is to analyze the offsite traffic impacts of the proposed school. The vehicle accumulation analysis and parking analysis are provided in a separate document titled the Traffic Operational Management Plan. The location of the proposed school is depicted below in Figure 1 Figure 1 Site Location Source: Google 2014
Job No. 15-019 Page 5 2.0 EXISTING CONDITIONS The existing conditions analysis identifies the current operational characteristics of the surrounding roadways. The agreed upon methodology between the applicant and the City included operational analysis during the A.M. peak hour and the school P.M. peak hour at the following ten intersections: 1. Coral Springs Drive and Sample Road (Signalized) 2. NW 96 th Avenue and Sample Road (Signalized) 3. Coral Springs Drive and NW 29 th Street (Signalized) 4. NW 96 th Avenue and NW 29 th Street (TWSC) 5. NW 29 th Street and West School Driveway (TWSC) 6. NW 29 th Street and East School Driveway (TWSC) 7. NW 99 th Avenue and NW 29 th Street () 8. Coral Springs Drive and Royal Palm Boulevard (Signalized) 9. Royal Palm Boulevard and NW 99 th Way (Signalized) 10. NW 96 th Avenue and NW 31 st Court () The approved methodology letter is included in Appendix B. Intersection turning movement counts were collected on Tuesday, March 3, 2015 from 6:45 to 8:45 A.M. and from 1:45 to 3:45 P.M. An FDOT peak season correction factor (PSCF) of 0.99 was obtained from the FDOT Traffic Online (2013) website for the locations and date of traffic data collection. Since the PSCF was less than 1.0, no adjustments were made to the existing traffic counts in order to be conservative. For the existing intersection analysis, generally the peak hours of the collected data were utilized in the analysis even if it differed slightly from the school peak hours. However, it was decided to use the school peak hours (6:45 7:45 A.M. and 2:15 3:15 P.M.) at the intersections of Coral Spring Drive at NW 29 th Street, NW 99 th Avenue and NW 29 th Street, and the school driveway connections to NW 29 th Street for all analysis scenarios. It was decided to utilize this methodology for just these four intersections since they are located adjacent to the school site and presumably the school traffic will constitute a large portion of the overall intersection traffic volumes at these locations. Analyzing the school peak hour traffic volumes will allow for a more accurate representation for the intersections with the most significant school traffic volumes. The existing traffic counts along with the FDOT PSCF are included in Appendix C. The existing conditions operational analysis was performed utilizing Synchro 8 software with the corresponding HCM results. The measure of effectiveness included v/c ratios, delay, and. The results of the existing conditions operational analysis are shown in Table 1. Existing signal timings were not modified and can be found in Appendix L. A heavy vehicle factor of 2.0% was utilized for all study intersections based on the collected data. Additionally, peak hour factors (PHF) were determined based on the existing counts.
Job No. 15-019 Page 6 INTERSECTION DRIVE AND SAMPLE ROAD SAMPLE ROAD DRIVE AND NW 29 TH NW 99 TH DRIVE AND ROYAL PALM BOULEVARD ROYAL PALM BOULEVARD AND NW 99 TH WAY NW 31 ST COURT Table 1 2015 Existing Conditions Operational Analysis TRAFFIC CONTROL TWSC Note: Driveway analysis included in Appendix APPROACH AM PEAK HOUR PM PEAK HOUR EASTBOUND 40.3 D 33.3 C WESTBOUND 41.1 D 38.1 D NORTHBOUND 60.0 E 57.5 E SOUTHBOUND 61.8 E 67.6 E TOTAL 49.2 D 47.2 D EASTBOUND 3.4 A 10.3 B WESTBOUND 7.7 A 8.6 A NORTHBOUND 73.8 E 74.2 E SOUTHBOUND 65.4 E 61.4 E TOTAL 13.8 B 19.5 B WESTBOUND 32.7 C 71.1 E NORTHBOUND 18.1 B 6.6 A SOUTHBOUND 4.6 A 0.8 A TOTAL 14.8 B 14.9 B EASTBOUND 11.8 B 12.5 B WESTBOUND 13.7 B 12.0 B NORTHBOUND LEFT 7.8 A 7.9 A SOUTHBOUND LEFT 7.5 A 7.5 A EASTBOUND 9.3 A 9.0 A WESTBOUND 9.2 A 8.9 A NORTHBOUND 10.5 B 9.8 A SOUTHBOUND 9.4 A 9.3 A TOTAL 9.7 A 9.2 A EASTBOUND 70.6 E 69.0 E WESTBOUND 58.4 E 38.1 D NORTHBOUND 41.1 D 46.2 D SOUTHBOUND 50.0 D 48.1 D TOTAL 54.1 D 48.1 D EASTBOUND 6.8 A 4.6 A WESTBOUND 15.2 B 9.9 A SOUTHBOUND 44.4 D 39.7 D TOTAL 16.2 B 12.3 B EASTBOUND 8.8 A 10.5 B WESTBOUND 9.2 A 10.5 B NORTHBOUND 10.3 B 12.2 B SOUTHBOUND 10.0 B 11.7 B TOTAL 9.8 A 11.3 B
Job No. 15-019 Page 7 2.0 EXISTING CONDITIONS (CONTINUED) As demonstrated in Table 1, the overall intersections are currently operating at E or better for all study signalized intersections during the A.M. and school P.M. peak hours. Additionally, the unsignalized intersections are also operating at an acceptable Level of Service. The detailed Synchro printouts are included in Appendix D. 3.0 TRAFFIC GENERATION The traffic generated by the proposed site was calculated utilizing two different methodologies. The first approach consisted of developing a traffic generation rate utilizing traffic counts at the existing school site located in the southeast corner of University Drive and Sample Road. Traffic counts were collected at the existing 1650 student school site on Wednesday, March 18, 2015 from 6:45 to 8:45 A.M. and from 1:45 to 3:45 P.M. It should be noted that an office building and a library are located adjacent to the existing school building. Therefore, the traffic counts collected should be considered conservative since generally the school counts were unable to be segregated from the other land uses. The existing school traffic counts resulted in the following trip generation rates: Existing Site Trip Generation: A.M. Peak Hour: T = 1.09X (57% In, 43% Out) P.M. Peak Hour: T = 0.74X (44% In, 56% Out) T = Trips X = Number of Students Therefore, the traffic generation associated with the proposed 2100 student 6 th through 12 th grade charter school may be summarized as follows: A.M. Peak Hour Traffic Generation = P.M. Peak Hour Traffic Generation = 2289 pht (1305 In/984 Out) 1554 pht (684 In/870 Out) The second traffic generation methodology included calculating the proposed school vehicle trips in accordance with the rates provided in the ITE Trip Generation Manual, 9th Edition, Land Use Code 536 (Private School K-12 th Grade). The traffic generation associated with the proposed 2100 student charter school using the ITE Trip Generation Manual may be summarized as follows: ITE Trip Generation: Daily Traffic Generation = 5208 tpd A.M. Peak Hour Traffic Generation = 1274 pht (700 In/574 Out) P.M. Peak Hour Traffic Generation = 849 pht (399 In/450 Out)
Job No. 15-019 Page 8 3.0 TRAFFIC GENERATION (CONTINUED) Daily Trip Generation: T = 2.48X A.M. Peak Hour: T = 0.9X (55% In, 45% Out) P.M. Peak Hour: T = 0.6X (47% In, 53% Out) T = Trips X = Number of Students In order to be conservative, the existing school traffic generation rates were first used in the analysis even though they can be considered inflated due to the presence of the office building and library. Additionally, it likely that many of the trips projected for the proposed 2100 student charter school are already utilizing the existing roadway network, particularly Sample Road, Royal Palm Boulevard, and Coral Springs Drive to access the existing 1650 student charter school located less than one mile from the proposed new school location. The trip generation calculations for both methodologies are included in Appendix E. 4.0 TRIP DISTRIBUTION Zip code data was obtained for the existing school to determine generally where the existing student enrollment resides. This data along with the existing roadway network and the surrounding land uses were utilized to estimate the project trip assignment onto the local roadway network. The Trip Distribution Figure is attached to this report and the school zip code data is included in Appendix F. 5.0 FUTURE CONDITIONS The 2100 student 6 th through 12 th grade charter school is proposed to open for school year 2016-2017 at the new site location. To determine background growth rates, historical FDOT AADT s were reviewed at several locations within close proximity to the site. An area-wide growth rate of 2.0% was determined by averaging the 2010-2013 annual growth rates for each of the FDOT count stations. The area-wide growth rate calculations and the FDOT historical data are included in Appendix G. Future Conditions Without Project (2017) An intersection operational analysis was completed for the ten study intersections for the 2017 future conditions without project traffic. The 2017 traffic conditions were projected by adding an annual area-wide growth rate of 2% to the 2015 existing traffic volumes. The existing signal timings were not optimized in the analysis. The intersection volume development worksheets are included in Appendix H. The results of the 2017 future conditions without project analysis are shown below in Table 2 and are included in Appendix I.
Job No. 15-019 Page 9 INTERSECTION DRIVE AND SAMPLE ROAD SAMPLE ROAD DRIVE AND NW 29 TH NW 99 TH DRIVE AND ROYAL PALM BOULEVARD ROYAL PALM BOULEVARD AND NW 99 TH WAY NW 31 ST COURT Table 2-2017 Future Conditions Without Project Operational Analysis TRAFFIC CONTROL TWSC Note: Driveway analysis included in Appendix APPROACH AM PEAK HOUR PM PEAK HOUR EASTBOUND 42.7 D 34.6 C WESTBOUND 43.0 D 39.4 D NORTHBOUND 60.9 E 59.4 E SOUTHBOUND 60.9 D 67.2 E TOTAL 50.4 D 48.3 D EASTBOUND 3.6 A 10.6 B WESTBOUND 8.4 A 9.2 A NORTHBOUND 74.4 E 74.7 E SOUTHBOUND 65.1 E 61.0 E TOTAL 14.2 B 19.9 B WESTBOUND 32.6 C 70.9 E NORTHBOUND 18.7 B 6.9 A SOUTHBOUND 5.6 A 0.9 A TOTAL 15.4 B 15.0 B EASTBOUND 12.0 B 12.8 B WESTBOUND 14.0 B 12.1 B NORTHBOUND LEFT 7.8 A 8.0 A SOUTHBOUND LEFT 7.6 A 7.5 A EASTBOUND 9.6 A 9.3 A WESTBOUND 9.5 A 9.1 A NORTHBOUND 10.8 B 10.0 B SOUTHBOUND 9.6 A 9.4 A TOTAL 9.9 A 9.4 A EASTBOUND 71.9 E 69.1 E WESTBOUND 66.5 E 40.7 D NORTHBOUND 42.1 D 46.9 D SOUTHBOUND 52.0 D 50.8 D TOTAL 57.6 E 49.7 D EASTBOUND 7.4 A 4.8 A WESTBOUND 16.1 B 10.3 B SOUTHBOUND 45.7 D 40.0 D TOTAL 17.1 B 12.7 B EASTBOUND 8.9 A 10.8 B WESTBOUND 9.4 A 10.8 B NORTHBOUND 10.7 B 12.8 B SOUTHBOUND 10.3 B 12.2 B TOTAL 10.1 B 11.8 B
Job No. 15-019 Page 10 5.0 FUTURE CONDITIONS (CONTINUED) As demonstrated above in Table 2, the overall intersections will continue to operate at E for all study signalized intersections during the A.M. and school P.M. peak hours. Future Conditions With Project (2017) Lastly, an intersection operational analysis was completed for the ten study intersections for the 2017 future conditions with project traffic. The conservatively calculated project trips assigned to roadway network were added to the 2017 background traffic volumes to determine the 2017 with project traffic intersection volumes. Signal timing splits were optimized in this scenario. The overall intersection cycle lengths were not modified with one exception. The A.M. peak hour cycle length at the intersection of Coral Springs Drive and NW 29 th Street is currently configured as a half cycle with a cycle length of 80 seconds. Due to the increase in traffic volumes, the analysis demonstrated that the intersection would operate more efficiently at the regular full cycle length of 160 seconds. It should be noted that the cycle length for the intersection of Coral Springs Drive and NW 29 th Street is 160 seconds for other times throughout the day. The results of the analysis are shown below in Table 3 and are included in Appendix J. The results of the two-way stop controlled analysis for both school driveway connections to NW 29 th Street are included in the Appendix. However, it should be noted that both driveways are proposed to have traffic control during school arrival and dismissal hours via trained personnel including the full time police officer. Details of internal circulation are included in the Traffic Operational Management Plan.
Job No. 15-019 Page 11 INTERSECTION DRIVE AND SAMPLE ROAD SAMPLE ROAD DRIVE AND NW 29 TH NW 99 TH DRIVE AND ROYAL PALM BOULEVARD ROYAL PALM BOULEVARD AND NW 99 TH WAY NW 31 ST COURT Table 3-2017 Future Conditions With Project Operational Analysis TRAFFIC CONTROL TWSC Note: Driveway analysis included in Appendix APPROACH AM PEAK HOUR PM PEAK HOUR EASTBOUND 53.3 D 41.3 D WESTBOUND 48.3 D 45.2 D NORTHBOUND 46.6 D 44.5 D SOUTHBOUND 67.3 E 66.5 E TOTAL 52.9 D 48.6 D EASTBOUND 11.5 B 13.1 B WESTBOUND 16.1 B 10.8 B NORTHBOUND 75.3 E 77.1 E SOUTHBOUND 77.2 E 91.1 F TOTAL 22.8 C 24.4 C WESTBOUND 96.7 F 59.5 E NORTHBOUND 94.5 F 20.0 B SOUTHBOUND 69.4 E 18.1 B TOTAL 86.8 F 31.1 C EASTBOUND 27.2 D 23.1 C WESTBOUND 19.6 C 14.2 B NORTHBOUND LEFT 8.7 A 8.4 A SOUTHBOUND LEFT 7.6 A 7.5 A EASTBOUND 206.1 F 56.6 F WESTBOUND 109.5 F 18.5 C NORTHBOUND 86.6 F 20.4 C SOUTHBOUND 16.6 C 13.3 B TOTAL 131.6 F 33.7 D EASTBOUND 82.7 F 75.9 E WESTBOUND 64.5 E 53.7 D NORTHBOUND 60.9 E 48.2 D SOUTHBOUND 61.8 E 57.3 E TOTAL 66.4 E 57.1 E EASTBOUND 13.9 B 7.6 A WESTBOUND 23.2 C 13.9 B SOUTHBOUND 39.6 D 36.0 D TOTAL 22.7 C 15.6 B EASTBOUND 10.5 B 12.5 B WESTBOUND 12.7 B 13.2 B NORTHBOUND 26.0 D 32.7 D SOUTHBOUND 18.7 C 17.6 C TOTAL 19.3 C 20.9 C
Job No. 15-019 Page 12 5.0 FUTURE CONDITIONS (CONTINUED) The results of Synchro analysis demonstrated that the study intersections will operate at an acceptable Level of Service with the exception of NW 29 th Street at Coral Springs Drive and NW 29 th Street at NW 99 th Avenue during the A.M. peak hour. As discussed in this report, the trip generation estimated is conservative since the existing traffic counts utilized to develop the trip generation rates also included some office and library trips that were unable to be segregated from the school trips. Further, the existing traffic counts at the ten study intersections likely already include some traffic from the existing school site. A supplemental traffic analysis was completed for the intersection of NW 29 th Street at Coral Springs Drive and NW 29 th Street at NW 99 th Avenue during the A.M. peak hour using the ITE Trip Generation rates. The results are detailed below in Table 4 and also included in Appendix K. Table 4-2017 Future Conditions With Project Operational Analysis Using ITE Trip Generation Rates INTERSECTION DRIVE AND NW 29 TH NW 99 TH TRAFFIC CONTROL APPROACH AM PEAK HOUR WESTBOUND 75.7 E NORTHBOUND 44.3 D SOUTHBOUND 31.9 C TOTAL 47.0 D EASTBOUND 89.2 F WESTBOUND 61.2 F NORTHBOUND 55.5 F SOUTHBOUND 16.1 C TOTAL 65.1 F The operational analysis using the ITE trip generation rates demonstrated a more acceptable traffic impact compared to the conservatively calculated existing site trip generation rates on NW 29 th Street at Coral Springs Drive and NW 99 th Avenue. Due to the high turning movement volume for the southbound left turn lane at the intersection of Coral Springs Drive and NW 29 th Street, it is recommended to lengthen the turn lane storage length to accommodate the peak hour vehicle queue.
Job No. 15-019 Page 13 6.0 SITE ACCESS Site access will consist of two full access driveway connections to NW 29 th Street and an egress only driveway connection to NW 29 th Street exclusively for school bus use. Eastbound right turn lanes and westbound left turn lanes are currently provided at both full access driveway connections to NW 29 th Street. Driveway volumes at each of the site access locations are shown on the Driveway Volumes Worksheet figure attached to the report. For additional information concerning site location and layout, please refer to the Site Plan included in Appendix A. 7.0 CONCLUSION The existing 1650 student charter school located at the southeast corner of Sample Road and University Drive is proposed to relocate to south of NW 29 th Street approximately 600 feet east of Coral Springs Drive and expand enrollment by 450 students for a total of 2100 students. Project build-out for the school relocation and expansion is the 2016-2017 school year. This report details the offsite traffic impacts at the ten study intersections identified in the agreed upon methodology. Onsite traffic circulation, vehicle accumulation analysis, and parking study are included in a separate document titled the Traffic Operational Management Plan. BKG/sa: x:/docs/trafficdrainage/tis.15019.word