Table of Figures. Table of Tables. Table 1: Traffic Volumes Ramblas Delay. Table 2: Las

Transcription

1

2 Table of Contents 1. Executive Summary Analysiss Methodology Introduction Roadway Geometric Conditions Las Ramblas Community Access/ Egress Roads Traffic Data Collection Proposed Gate Access and Operations Residents New Traffic Assignment Level off Service Analysis Queue Analysis Storage Length Evaluation Emergency Vehicles Access Summary of Findings and Recommendations Table of Figures Figure 1: Proposed Project Site... 5 Figure 2: Existing AM Peak Hour TMCs... 9 Figure 3: Existing PM Peak Hour TMCs... 1 Figure 4: Proposed Gate System AM Peak TMCs Figure 5: Proposed Gate System PM Peak TMCs Figure 6: Future AM Peak Hour TMCs Figure 7: Future PM Peak Hour TMCs Table of Tables Table 1: Traffic Volumes... 8 Table 2: Las Ramblas Delay Study... 8 Table 3: Proposed Access Road Operations Table 4: Level of Service Analysis Tables Table 5: Proposed Access Road Operations N.W. 17 th Avenue, Suite 115 Miami, FL Tel: Fax: Page 1

3 Table of Appendixes Appendix A: Residential Gate Entrance Plan Appendix B: Traffic Data Collection Appendix C: OTISS Reports-Trip Generation Appendix D: Growth Analysis Appendix E: Level Of Services Appendix F: : Concurrency Appendix G: Queueing Theory (Rest of Page Blank Intentionally) 73 N.W. 17 th Avenue, Suite 115 Miami, FL Tel: Fax: Page 2

4 DATE FROM: TO: SUBJECT: February 7, 216 Juan S. Calderon, P.E., PTOE, Project Manager Neil Kalin Fontainebleau Lakes CDD District Manager Ext 194 Las Ramblas Community Gates Study Engineer s Certification I, Juan S. Calderon, certify that I currently hold an active Professional Engineer s License in the State of Florida and I am competent through education and experience to provide engineering services in the civil and traffic engineering disciplines contained in this report. I further certify that this report was prepared by me, or under my responsible charge, as required by Chapter 61G F.A.C. and that all statements, conclusions and recommendationss made herein are true and correct to the best of my knowledge and ability. Juan S. Calderon, P.E.. PTOE State of Florida Board of Professional Engineers, Professional Engineer License No State of Florida Board of Professional Engineers Certificate of Authorization No N.W. 17 th Avenue, Suite 115 Miami, FL Tel: Fax: Page 3

5 1. Executive Summary CALTRAN Engineering Group, Inc. was retained by the Fontainebleau Lakes Community Development District (CDD) to provide a comprehensive assessment to modify the current gate access locations in order to reduce residents queue delay and enhance safety procedures upon visitors at Las Ramblas Community located along Fontainebleau Boulevard within the CDDD under Miami-Dade County jurisdiction. Las Ramblas Community is located at 9934 NW 1 th Street, Miami FL Analysis Methodology The Gate Traffic Impact Analysis was performed in accordance with Miami Dade county Guidelines for Gate Traffic Impact Studies; field observations, data collection, and traffic operations were analyzed usingg the capacity analysis methodology published in the 21 Highway Capacity Manual (HCM) through Trafficware, Synchro 8 analysis software. Considering Miami Dade County standardd approach, two development scenarios were analyzed as part of the traffic impact analysis. The scenarios are as follows: Scenario 1- Existing Gate Operation Analysis: Current gate service time evaluation for a baseline condition during the Weekday, 7 to 9 AM and 4 to 6 PM time periods. A level of service analysis is provided for Fontainebleau Boulevard at the intersections of Northwest 999 th Court and Northwest 97 th Avenue. In addition, to the intersection of Northwest 97 th Avenue at Northwest 9 Block. Scenario 2-Future Gate Operation Analysis: Evaluation and re-distribution access. Intersections analysiss was performed consistent with 21 of the AM & PM Trips generated by Las Ramblas Community due to a new entrance gate HCM methodologies. A Synchro 8. Network Simulation was evaluated with a fully operational proposed residents-only entrance gate along Northwest 99 th Court in order to identify areas of potential deficiencies in which measures of mitigation were recommended as appropriate. 3. Introduction Las Ramblas Community is composed by 45 single family residential dwelling units located at 9934 NW 1th Street, Miami FL under Miami-Dade County jurisdiction within the Fontainebleau Lakes CDD. Community access is provided through the intersection of NW 97 Avenue at NW 9 Block. The physical design characteristics of the main access gate consist of a one- full lane entry, for f visitors and residents, and a one-lane exit divided by a guard house in which visitors are required to provide name and house destination number as a safety procedure. Additionally, a separate exit-only driveway serves the community at Fontainebleau Boulevard with NW 99 Court. Figure 1 shows the location of the Community site relative to the surrounding roadway network. 73 N.W. 17 th Avenue, Suite 115 Miami, FL Tel: Fax: Page 4

6 Dolphin Expressway/836 Las Ramblas Community Legend Signalized Intersection Stop-controlled Intersection Las Ramblas CDD TMC Intersection Figure 1: Proposed Project Site

7 4. Roadway Geometric Conditions A detailed field review was conducted to determine the existing intersectionn geometry, traffic control devices, signal phasing and other factors, which may affect intersectionn or roadway segment capacity. The following iss a detailed description of roadways in the study area: Fontainebleau Boulevard is an east-westt Urban Minor Arterial that runss along the south side of the community development under Active-On System FDOT Section ID 8753 with a 4 mph posted speed limit. The roadway typical section consists of three lanes of 33 feet of pavement width divided by a 25 foot raised median. Northwest 97 th Avenue runs north-south as a two-way divided Urban Principal Minor Arterial that runs along the east side of the community development under Active-On System FDOT Section ID 8747 with a 4 mph posted speed limit. The roadway typical section consists of three lanes of 33 feet of pavement width divided by an 11 foot raised median with a posted speed limit of 4 mph. Three intersections were selected for evaluation; existing geometric conditions are as follows: Fontainebleau Blvd & Northwest 97 th Avenue is a four legged signalized intersection under the asset ID 2811 by the Miami- with a Dade Signal Division. This intersection provides a Semi-Actuated Time of Day Plan (TOD) in which all approaches operatee lead protected-permissive left-turn phase. Fontainebleau Blvd and Northwest 97 th Avenue consist of a single and double through lanes respectively. All Four approaches present exclusive left turn lanes. There are No Turn on Red (NTOR) restrictionss on all four approaches. Sidewalks are provided along both sidess of all four approaches and crosswalks are provided across all four intersection legs. Northwest 97 th Avenue & Northwest 9 Block is a four legged signalized intersection under the asset ID 4253 by the Miami- with a Dade Signal Division. This intersection provides a Semi-Actuated Time of Day Plan (TOD) in which all approaches operatee lead protected-permissive left-turn phase. Northwest 97 th Avenue and Northwest 9 th Block consist of double and single through lanes respectively. All Four approaches present exclusive left turn lanes. There are No Turn on Red (NTOR) restrictionss on all four approaches. Sidewalks are provided along both sides of all four approaches and crosswalks are provided across the south and west legs. Fontainebleau Blvd and Northwest 99 Court provide a two-way (three-legged) unsignalized intersection. Northwest 99 th Court operates as one-way southbound with a STOP controlled approach. Thee East and West of Fontainebleau Blvd approaches consist of dual through lanes as well as auxiliary left turn lanes. Sidewalks are provided along both sides of all three approaches and a crosswalk is providedd across the north leg. 73 N.W. 17 th Avenue, Suite 115 Miami, FL Tel: Fax: Page 6

8 4.1 Las Ramblas Community Access/ Egress Roads Northwest 9 th Block serves as an access/ /egress point for the community of Las Ramblas. Gate design characteristics provide a two-way divided segment. Typical section consists of two lanes of 11 feet of pavement width divided by a +/- 18 foot raised median in which guard house is located. Northwest 9 th Block Northwest 99 th Court Block serves as an egress point for the community of Las Ramblas. Gate design characteristics provide a one-way undivided segment. Typical section consists of two lanes of 2 feet of pavement width. Northwest 99 th Court 73 N.W. 17 th Avenue, Suite 115 Miami, FL Tel: Fax: Page 7

9 5. Traffic Data Collection Traffic data was collected on a typical weekday Wednesday, January 14 th h, 216. The data collection includes 24-hour machine counts along Fontainebleau Boulevard and a turning movement counts (TMCs) at the three concerned intersections. In addition, a delay study was performed in order to evaluate queue lengths and determine gate processing service time at Northwest 9 th Block. Raw data reports can be found in Appendix A. 24-Hour Bi-directional Machine Count: The 24-hour bi-directional machinee volume countss on Fontainebleau Boulevard east of Northwest 99 th Court. Raw traffic counts were adjusted to a peak seasonal factor of 1.4. Traffic volumes are summarized as follows: Table 1: Traffic Volumes Location Direction 24 Hour Volume AMM Peak Volume PM Peak Volume Fontainebleau Blvd East of NW 99 th Court EB WB Total 11,133 12,49 23, , ,144 1,986 Peak Traffic Volumes: Turning Movement Counts were performed on Thursday, January 14 st, 216 at the concern intersections. Volumes were obtained att 15-Minute intervals. The peak hour was determined for each traffic period. The existing turning movement volumes, lane geometry, and intersection controls are illustratedd in Figure 2 & Figure 3- Scenario 1 Queue Analysis: A queue and delay study was performed on Wednesday, January 14 th, 216 at Northwest 9 th Block, main access point for the community of Las Ramblas. Volumes were countedd on intervals of 1 minute For the AM and PM peak periods. Queue traffic reports and service times are summarized as follows: Table 2: Las Ramblas Delayy Study Location Las Ramblas Period AM PM Peak Period Peak Hour Peak Hour Entrance Residents Visitors Volume Volume Volume Averagee Residents Processing time 9 Sec 5 Sec Average Visitors Processing time 27 Sec 34 Sec 1. As visitors and residents shared a single lane vehicles with a processing time > than 15 sec were categorized as visitors. 73 N.W. 17 th Avenue, Suite 115 Miami, FL Tel: Fax: Page 8

10 4 2 NW 97 th Ave PHF = PHF =.98 PHF =.98 Seasonal Factor = 1.4 Figure 2: Existing AM Peak Hour TMCs

11 28 6 NW 97 th Ave PHF = PHF =.98 PHF =.98 Seasonal Factor = 1.4 Figure 3: Existing PM Peak Hour TMCs

12 6. Proposed Gate Accesss and Operations As part of the new entrance gate location, it is anticipated a change in traffic patterns off the vehicles entering and exiting the community. In addition, it is expected that residents will access the community through Fontainebleau Boulevard and NW 99 th Court for rapid community access. On the other hand, visitors will experience a higher average service time due to a change in safety procedures upon arrival. Table 3 presents the proposed restrictions. Table 3: Proposed Access Road Operations Location Authorization Operation Authorization Operation NW 97 th Avenue & NW 9 Block Fontainebleau Boulevard & NW 99 th Court Residents Residents Ingress Egress Ingress Egress Visitors Visitors Ingress Egress Egress 1. All visitors will enter the community through Northwest 97th Avenue & Northwest 9 Block. 2. Fontainebleau Boulevard & NW 99th Court will serve the community as ingress for Residents and egress for both; visitorss and residents. 3. Northwest 97th Avenue & Northwest 9 Block and Fontainebleau Boulevard & Northwest 99th Court will serve as egress for visitors and residents. 7. Residents New Traffic Assignment Trip distribution and assignment are a function of the origin and destination of the site users and the available roadway system. For the proposed gate at Fontainebleau Boulevard and Northwest 99 t th Court, the trip distribution of the residents traffic generated by the Community of Las Ramblas was determined based on the existing percentage of traffic heading northbound and southbound along Northwest 97 th Avenue at Fontainebleau Boulevardd and Northwestt 9 th Block. Scenario 2 - Figure 4 & Figure 5 describe traffic assignment distribution followed by Figures 6 & 7 illustrating future gate operations. 73 N.W. 17 th Avenue, Suite 115 Miami, FL Tel: Fax: Page 11

13 NW 97 th Ave 37 69% (-33) 17 31% (-15) 41 74% (+15) Proposed Visitor Entrance Proposed Residence Entrance Fontainebleau Blvd Black Blue Red Current Background Traffic Current Approach Percent Volume Addition/Reduction Figure 4: Proposed Gate System AM Peak TMCs

14 NW 97 th Ave 59 55% (-43) 48 45% (-35) % (+35) Proposed Visitor Entrance Proposed Residence Entrance Fontainebleau Blvd Black Blue Red Current Background Traffic Current Approach Percent Volume Addition/Reduction Figure 5: Proposed Gate System PM Peak TMCs

15 Proposed Visitor Entrance NW 97 th Ave Proposed Residence Entrance Fontainebleau Blvd Black Blue Background Traffic Change in Traffic Figure 6: Future AM Peak Hour TMCs

16 Proposed Visitor Entrance NW 97 th Ave Proposed Residence Entrance Fontainebleau Blvd Black Blue Background Traffic Change in Traffic Figure 7: Future PM Peak Hour TMCs

17 8. Level of Service Analysis The existing and proposed conditions were analyzed for Northwest 97 th Avenue at Northwest 9 th Block & Fontainebleau Blvd in addition to Fontainebleau Blvd at Northwest 99 th Court for the existing and proposed traffic operation scenarios: Scenario 1- LOS evaluation at Northwest 97 th Avenue at Northwest 9 th Block & Fontainebleau Blvd, as well as, LOS analysis at Fontainebleau Blvd and Northwest 99th Court for the AM and PM peak hour. Scenario 2- LOS analysis after traffic re-distribution of residents generated by Las Ramblas during the AM and PM due to proposed gate System. This traffic analysis utilizes Synchro 8., which applies methodologies are outlined in the Highway Capacity Manual, 21 Edition. LOS Analysis for signalized/unsignalized intersections are based on the amount off control delay which is a measurement in seconds per vehicle that act as an indicator of lost time, fuel consumption, frustration and driver s discomfort at the signalized intersections. The level of services for signalized intersections is a scale from A to F in accordance with control delay thresholds that range from less than 1 seconds to greater than 8 secondss of delay per vehicle. In order to perform this analysis, cycle lengths and clearance intervals usedd in the analysiss are consistent with the current Miami- and Dade County signal control sections and signal operating plans for thee study intersection in conjunction with physical operational characteristics observed during peak hours (Asset 5117 & 655). Table 4 shows the existing and future LOS and delay for the identified intersections per each scenario; details of the LOS results and Operational analysis (TOD Schedule) are documentedd in Appendix C. 73 N.W. 17 th Avenue, Suite 115 Miami, FL Tel: Fax: Page 14

18 LEVEL OF SERVICE ANALYSIS WEEKDAY AM & PM HOUR OF ADJACENT STREET Table 4: Level of Service Analysis Tables EXISTING CONDITIONS Intersection Period Approach NB Northwest 97 th Avenue and SB Northwest 9 th Block AM EB WB Intersection Delay NB Fontainebleau Blvd and SB Northwest 97 th Avenue AM EB WB Intersection Delay Fontainebleau Blvd and Northwest 99 th Court AM SB EB WB Intersection Delay Delay LOS 17.1 B 1.4 B 33.6 C 32.3 C 17.7 B 42.5 D 36.2 D 4.1 D 81.1 F 54.4 D B.3 A EXISTING CONDITIONS Intersection Period Northwest 97 th Avenue and Northwest 9 th Block PM Intersection Delay Fontainebleau Blvdd and Northwest 97 th Avenue PM Intersection Delay Fontainebleau Blvdd and Northwest 99 th Court PM Intersection Delay Approach Delay LOS NB 9.7 A SB 17.2 B EB 48.9 D WB D B NB 58.1 E SB 57.9 E EB F WB F F SB 16 C EB WB.3 A FUTURE CONDITIONS Intersection Period Approach NB Northwest 97 Avenue and Northwest 9 th Block AM SB EB WB Intersection Delay NB Fontainebleau Blvd and SB Northwest 97 th Avenue AM EB WB Intersection Delay Fontainebleau Blvd and Northwest 99 th Court AM SB EB WB Intersection Delay Delay LOS 21.4 C 1.8 B 33.1 C 27.3 C 2.3 C 41.1 D 36.6 D 4.4 D 79.6 E 53.5 D 12.4 B.4 A FUTURE CONDITIONS Intersection Period Northwest 97 th Avenue and Northwest 9 th Block PM Intersection Delay Fontainebleau Blvdd and Northwest 97 th Avenue PM Intersection Delay Fontainebleau Blvdd and Northwest 99 th Court PM Intersection Delay Approach Delay LOS NB 9.4 A SB B EB D WB D B NB 68.5 E SB 63.7 E EB F WB F F SB C EB WB.4 A Existing Conditions: This scenario evaluates existing traffic volumes and roadway conditions based on Year 215 traffic counts and field surveys. Future Conditions: This scenario shows the re-distribution of traffic volumes andd roadway conditions based on the proposed gate system. Results indicate that delays at the intersections of Northwest 97th Avenue at Northwest 9th Block & Fontainebleau Blvd Avenue will continue to operate att the same level of service prior to system implementation. After thee re distributing Las Ramblas residents travel patterns, a nominal increment of delay, could affect certain approaches. 73 N.W. 17 th Avenue, Suite 115 Miami, FL Tel: Fax: Page 15

19 9. Queue Analysis In order to determine the future f stacking length accumulations under thee proposed gatee system while improving the existing processing rates of visitorss and residents, a queuing analyses was performed using the collected Trip generation rates and service rates for the PM peak hour, which indicates a total ingress of 17 vehicles in which 27% (29) are visitors; The analysis encompassed comparing the results obtained from simulations of the gatess as per the queue traffic model calculations using the latest Synchro 8. model. In order to simulate a more detailed and conservative safety protocol, the average processing time was increased to 6 seconds per vehicle for visitors. As a result, the queue analysis concludes that the overall 95 th percentile queuee will be 56 feet of the available 343 feet of storage. Synchro reports can be found on Appendix D 9.1 Storage Length Evaluation According to the gated development requirements in Transportation and Land Development 2nd Edition, ITE, 22, the following recommendations should be met for a gated community: Communities with more than 2 dwelling units, the minimum gate storage length is 1 feet. Also, storage distance in advance of the gate needs to be of sufficient length to have a very high probability of storing all arriving vehicles. A 98% probability is suggested forr gated access for a major arterial and 9% probability to lower road categories. Peak 15-minute interval volume expressed in vehicles per hour should be used for delay and queue analysis. According to the gated development equirements by Miami Dade recommendations should be met for a gated community: County Publicc Works Department, the following Communities with more than 2 dwelling units, the minimum gate storage length is 175 feet. Therefore, in i order to determine the stacking length accumulation under the future traffic conditions, a queuing analysis was performed encompassing the M/M/C/K (Queue can only hold K customers) queuing trafficc model. Table 5 presents a summary of the queuing analysis based on the proposed conditions and procedures. Table 5: Proposed Access Road Operations C ( No. of Server) 1 ρ (Serv ver Utilization) L ( Average Entities in System) K ( Queue Capacity) ) λ ( In ncoming Rate) (veh/hour) Lq (Average Entities in Queue).4519 µ ( services/ s/hour) 6 (veh /hour) W (Average Time Sp pent in System).3222 Wqq (Average Time Waitin ng in Line).156 Probability of Entities being in the System seconds for visitors credentials at northwest 97 th Avenue and Northwest 9 th Block feet of storage length per vehicle feet storage capacity An MMCK probability analysis was performed for the 29 vehicles that willl ingress the Community through during the PM peak hour. Based on the 6 seconds of visitors registration time at main entrance, it is concluded that a probability of less than 15% of having 2 vehicles in queue. Therefore, the 343 feet of storage capacity for the proposedd gate system safety improvement will satisfy the traffic demand. 73 N.W. 17 th Avenue, Suite 115 Miami, FL Tel: Fax: Page 16

20 9.2 Emergency Vehicles Access According to Miami-Dade Fire Rescue Access Road Requirements, for Gated communities or properties: Gates to communities or properties shall be a minimum 15 feet clear width if the approach to and/or departure from the gate is not within a turn radius, Gates that are within a turn radius shall be a minimum 2 feet clear width, Fire Department access to gated communities shall be by Knox Key Switchh model 352 ONLY or Knox padlock model 3753 on manual gates where permitted. As a result, fire departments minimum requirements are being included as part of the concept development. 1. Summary of Findings and Recommendations Based on the gate operation analysis performed during the development of this report, the following conclusions and recommendations were determined: As part of the proposed gate system, 1% of the visitors will enter the community through Northwest 97th Avenue at Northwest 9 th Court while Residents will access the community through Fontainebleau Blvd at Northwest 9 th Court. Both access points will serve as exit for visitors and residents only. Appendix A show the proposed gate concept development layout for the community of Las Ramblas. As part of the LOS analysis, a microscopic increase of delay forr certain lane groups and movements will occur under the AM and PM Peak hours once the new gate system is implemented. Differentials cannot be perceived by drivers. Intersections will continue operating at the same current LOS. A simulation of the gate and keypad operations was performed using SYNCHRO 8.. The queue analysis concluded that the proposed gates and closures queues will be of 56 feet, which is less thann the 343 feet available. Based on the M/M/C/K method of queue theory, it is concluded that the 343 feet of storage capacity for the proposed gate system safety improvement processed within a 6 seconds will have sufficient capacity to serve traffic demand. It is recommended a smart gate system with features such as priority arm opening given to residents at arrival time in order to ensure high processing speed and optimum traffic flow at community entrance. In summary, the gate access traffic pattern modification at Las Ramblas Community would not have an adverse impact on the surrounding roadway network and/or affect other traffic generators in the area. 73 N.W. 17 th Avenue, Suite 115 Miami, FL Tel: Fax: Page 17

21 Appendix A: Residential Gate Entrance Plan

22

23 Appendix B: Traffic Data Collection

24 County: 99 Station: 5 Description: FONTAINEBLEU BLVD E NW 99TH COURT Start Date: 1/14/216 Start Time: Direction: E Direction: W Combined Time 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total Total Hour Totals: Peak Volume Information Direction: E Direction: W Combined Directions Hour Volume Hour Volume Hour Volume A.M P.M Daily Generated by SPS 5..3P

25 & NW 9 BLK Southbound Northbound Groups Printed- Veh - Trucks - Turns NW 9 BLK Westbound File Name : Blvd & NW 9 BLK Site Code : Start Date : 1/14/216 Page No : 1 NW 9 BLK Eastbound Start Time /Bike App. Total /Bike App. Total /Bike App. Total /Bike App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total *** BREAK *** 4: PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total Grand Total Apprch % Total % Veh % Veh Trucks % Trucks U-Turns % U-Turns

26 & NW 9 BLK File Name : Blvd & NW 9 BLK Site Code : Start Date : 1/14/216 Page No : NW 9 BLK North 1/14/216 7: AM 1/14/216 5:45 PM Veh Trucks U-Turns NW 9 BLK

27 & NW 9 BLK File Name : Blvd & NW 9 BLK Site Code : Start Date : 1/14/216 Page No : 3 Southbound Northbound NW 9 BLK Westbound NW 9 BLK Eastbound Start Time /Bike App. Total /Bike App. Total /Bike App. Total /Bike App. Total Int. Total Peak Hour Analysis From 7: AM to 8:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:3 AM 7:3 AM :45 AM : AM :15 AM Total Volume % App. Total PHF

28 & NW 9 BLK File Name : Blvd & NW 9 BLK Site Code : Start Date : 1/14/216 Page No : Peak Hour Data NW 9 BLK Peak Hour Begins at 7:3 AM Veh Trucks U-Turns North NW 9 BLK

29 & NW 9 BLK Southbound Northbound NW 9 BLK Westbound File Name : Blvd & NW 9 BLK Site Code : Start Date : 1/14/216 Page No : 5 NW 9 BLK Eastbound Start Time /Bike App. Total /Bike App. Total /Bike App. Total /Bike App. Total Int. Total Peak Hour Analysis From 4: PM to 5:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:45 PM 4:45 PM : PM :15 PM :3 PM Total Volume % App. Total PHF

30 & NW 9 BLK File Name : Blvd & NW 9 BLK Site Code : Start Date : 1/14/216 Page No : Peak Hour Data NW 9 BLK Peak Hour Begins at 4:45 PM Veh Trucks U-Turns North NW 9 BLK

31 & NW 9 BLK Southbound Northbound Groups Printed- Turns NW 9 BLK Westbound File Name : Blvd & NW 9 BLK Site Code : Start Date : 1/14/216 Page No : 1 NW 9 BLK Eastbound Start Time /Bike App. Total /Bike App. Total /Bike App. Total /Bike App. Total Int. Total *** BREAK *** 7:45 AM Total : AM :15 AM *** BREAK *** 8:45 AM Total *** BREAK *** 4: PM *** BREAK *** 4:3 PM *** BREAK *** Total : PM :15 PM :3 PM *** BREAK *** Total Grand Total Apprch % 1 1 Total %

32 & NW 9 BLK 2 2 File Name : Blvd & NW 9 BLK Site Code : Start Date : 1/14/216 Page No : 2 2 /Bike NW 9 BLK 9 9 /Bike 1/14/216 7: AM 1/14/216 5:45 PM U-Turns North /Bike 2 2 NW 9 BLK 9 /Bike 9 9

33 & NW 9 BLK File Name : Blvd & NW 9 BLK Site Code : Start Date : 1/14/216 Page No : 3 Southbound Northbound NW 9 BLK Westbound NW 9 BLK Eastbound Start Time /Bike App. Total /Bike App. Total /Bike App. Total /Bike App. Total Int. Total Peak Hour Analysis From 7: AM to 8:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:3 AM 7:3 AM 7:45 AM : AM :15 AM Total Volume % App. Total 1 PHF

34 & NW 9 BLK File Name : Blvd & NW 9 BLK Site Code : Start Date : 1/14/216 Page No : 4 Peak Hour Data NW 9 BLK 4 4 Peak Hour Begins at 7:3 AM U-Turns North NW 9 BLK 4 4 4

35 & NW 9 BLK Southbound Northbound NW 9 BLK Westbound File Name : Blvd & NW 9 BLK Site Code : Start Date : 1/14/216 Page No : 5 NW 9 BLK Eastbound Start Time /Bike App. Total /Bike App. Total /Bike App. Total /Bike App. Total Int. Total Peak Hour Analysis From 4: PM to 5:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:3 PM 4:3 PM :45 PM 5: PM :15 PM Total Volume % App. Total 1 PHF

36 & NW 9 BLK File Name : Blvd & NW 9 BLK Site Code : Start Date : 1/14/216 Page No : 6 Peak Hour Data NW 9 BLK 4 4 Peak Hour Begins at 4:3 PM U-Turns North NW 9 BLK 4 4 4

37 & NW 9 BLK Southbound Northbound Groups Printed- Trucks NW 9 BLK Westbound File Name : Blvd & NW 9 BLK Site Code : Start Date : 1/14/216 Page No : 1 NW 9 BLK Eastbound Start Time Bikes App. Total Bikes App. Total Bikes App. Total Bikes App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total *** BREAK *** 4: PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM *** BREAK *** Total Grand Total Apprch % Total %

38 & NW 9 BLK File Name : Blvd & NW 9 BLK Site Code : Start Date : 1/14/216 Page No : Bikes NW 9 BLK Bikes 1/14/216 7: AM 1/14/216 5:45 PM Trucks North 2 5 Bikes NW 9 BLK Bikes

39 & NW 9 BLK File Name : Blvd & NW 9 BLK Site Code : Start Date : 1/14/216 Page No : 3 Southbound Northbound NW 9 BLK Westbound NW 9 BLK Eastbound Start Time Bikes App. Total Bikes App. Total Bikes App. Total Bikes App. Total Int. Total Peak Hour Analysis From 7: AM to 8:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7: AM 7: AM :15 AM :3 AM :45 AM Total Volume % App. Total PHF

40 & NW 9 BLK File Name : Blvd & NW 9 BLK Site Code : Start Date : 1/14/216 Page No : Peak Hour Data NW 9 BLK Peak Hour Begins at 7: AM Trucks North NW 9 BLK

41 & NW 9 BLK Southbound Northbound NW 9 BLK Westbound File Name : Blvd & NW 9 BLK Site Code : Start Date : 1/14/216 Page No : 5 NW 9 BLK Eastbound Start Time Bikes App. Total Bikes App. Total Bikes App. Total Bikes App. Total Int. Total Peak Hour Analysis From 4: PM to 5:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4: PM 4: PM :15 PM :3 PM :45 PM Total Volume % App. Total PHF

42 & NW 9 BLK File Name : Blvd & NW 9 BLK Site Code : Start Date : 1/14/216 Page No : Peak Hour Data NW 9 BLK Peak Hour Begins at 4: PM Trucks North NW 9 BLK

43 Fontainebleau Blvd & NW 99th Court NW 99th Court Southbound NW 99th Court Northbound Groups Printed- Veh - Trucks - Turns Fontainebleu Blvd Westbound File Name : Fontainebleau Blvd & NW 99th Court Site Code : Start Date : 1/14/216 Page No : 1 Fontainebleau Blvd Eastbound Start Time /Bike App. Total /Bike App. Total /Bike App. Total /Bike App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total *** BREAK *** 4: PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total Grand Total Apprch % Total % Veh % Veh Trucks % Trucks U-Turns % U-Turns

44 Fontainebleau Blvd & NW 99th Court NW 99th Court File Name : Fontainebleau Blvd & NW 99th Court Site Code : Start Date : 1/14/216 Page No : Fontainebleau Blvd North 1/14/216 7: AM 1/14/216 5:45 PM Veh Trucks U-Turns Fontainebleu Blvd NW 99th Court

45 Fontainebleau Blvd & NW 99th Court File Name : Fontainebleau Blvd & NW 99th Court Site Code : Start Date : 1/14/216 Page No : 3 NW 99th Court Southbound NW 99th Court Northbound Fontainebleu Blvd Westbound Fontainebleau Blvd Eastbound Start Time /Bike App. Total /Bike App. Total /Bike App. Total /Bike App. Total Int. Total Peak Hour Analysis From 7: AM to 8:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 8: AM 8: AM :15 AM :3 AM :45 AM Total Volume % App. Total PHF

46 Fontainebleau Blvd & NW 99th Court NW 99th Court File Name : Fontainebleau Blvd & NW 99th Court Site Code : Start Date : 1/14/216 Page No : Peak Hour Data Fontainebleau Blvd Peak Hour Begins at 8: AM Veh Trucks U-Turns North Fontainebleu Blvd NW 99th Court

47 Fontainebleau Blvd & NW 99th Court NW 99th Court Southbound NW 99th Court Northbound Fontainebleu Blvd Westbound File Name : Fontainebleau Blvd & NW 99th Court Site Code : Start Date : 1/14/216 Page No : 5 Fontainebleau Blvd Eastbound Start Time /Bike App. Total /Bike App. Total /Bike App. Total /Bike App. Total Int. Total Peak Hour Analysis From 4: PM to 5:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:45 PM 4:45 PM : PM :15 PM :3 PM Total Volume % App. Total PHF

48 Fontainebleau Blvd & NW 99th Court NW 99th Court File Name : Fontainebleau Blvd & NW 99th Court Site Code : Start Date : 1/14/216 Page No : Peak Hour Data Fontainebleau Blvd Peak Hour Begins at 4:45 PM Veh Trucks U-Turns North Fontainebleu Blvd 1 1 NW 99th Court

49 Fontainebleau Blvd & NW 99th Court NW 99th Court Southbound NW 99th Court Northbound Groups Printed- Turns Fontainebleu Blvd Westbound File Name : Fontainebleau Blvd & NW 99th Court Site Code : Start Date : 1/14/216 Page No : 1 Fontainebleau Blvd Eastbound Start Time /Bike App. Total /Bike App. Total /Bike App. Total /Bike App. Total Int. Total 7: AM *** BREAK *** Total *** BREAK *** 4:15 PM *** BREAK *** Total : PM *** BREAK *** Total Grand Total Apprch % 1 1 Total %

50 Fontainebleau Blvd & NW 99th Court NW 99th Court 3 3 File Name : Fontainebleau Blvd & NW 99th Court Site Code : Start Date : 1/14/216 Page No : 2 /Bike Fontainebleau Blvd /Bike 1/14/216 7: AM 1/14/216 5:45 PM U-Turns North 2 /Bike 2 2 Fontainebleu Blvd /Bike 2 2 NW 99th Court

51 Fontainebleau Blvd & NW 99th Court File Name : Fontainebleau Blvd & NW 99th Court Site Code : Start Date : 1/14/216 Page No : 3 NW 99th Court Southbound NW 99th Court Northbound Fontainebleu Blvd Westbound Fontainebleau Blvd Eastbound Start Time /Bike App. Total /Bike App. Total /Bike App. Total /Bike App. Total Int. Total Peak Hour Analysis From 7: AM to 8:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7: AM 7: AM :15 AM 7:3 AM 7:45 AM Total Volume % App. Total 1 PHF

52 Fontainebleau Blvd & NW 99th Court NW 99th Court 1 1 File Name : Fontainebleau Blvd & NW 99th Court Site Code : Start Date : 1/14/216 Page No : 4 Peak Hour Data Fontainebleau Blvd Peak Hour Begins at 7: AM U-Turns North Fontainebleu Blvd NW 99th Court

53 Fontainebleau Blvd & NW 99th Court NW 99th Court Southbound NW 99th Court Northbound Fontainebleu Blvd Westbound File Name : Fontainebleau Blvd & NW 99th Court Site Code : Start Date : 1/14/216 Page No : 5 Fontainebleau Blvd Eastbound Start Time /Bike App. Total /Bike App. Total /Bike App. Total /Bike App. Total Int. Total Peak Hour Analysis From 4: PM to 5:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:15 PM 4:15 PM :3 PM 4:45 PM 5: PM Total Volume % App. Total 1 1 PHF

54 Fontainebleau Blvd & NW 99th Court NW 99th Court 2 2 File Name : Fontainebleau Blvd & NW 99th Court Site Code : Start Date : 1/14/216 Page No : 6 Peak Hour Data Fontainebleau Blvd Peak Hour Begins at 4:15 PM U-Turns North Fontainebleu Blvd 2 2 NW 99th Court

55 Fontainebleau Blvd & NW 99th Court NW 99th Court Southbound NW 99th Court Northbound Groups Printed- Trucks Fontainebleu Blvd Westbound File Name : Fontainebleau Blvd & NW 99th Court Site Code : Start Date : 1/14/216 Page No : 1 Fontainebleau Blvd Eastbound Start Time Bikes App. Total Bikes App. Total Bikes App. Total Bikes App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total *** BREAK *** 4: PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total Grand Total Apprch % Total %

56 Fontainebleau Blvd & NW 99th Court NW 99th Court 9 9 File Name : Fontainebleau Blvd & NW 99th Court Site Code : Start Date : 1/14/216 Page No : Bikes Fontainebleau Blvd Bikes 1/14/216 7: AM 1/14/216 5:45 PM Trucks North 48 Bikes Fontainebleu Blvd Bikes NW 99th Court

57 Fontainebleau Blvd & NW 99th Court File Name : Fontainebleau Blvd & NW 99th Court Site Code : Start Date : 1/14/216 Page No : 3 NW 99th Court Southbound NW 99th Court Northbound Fontainebleu Blvd Westbound Fontainebleau Blvd Eastbound Start Time Bikes App. Total Bikes App. Total Bikes App. Total Bikes App. Total Int. Total Peak Hour Analysis From 7: AM to 8:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7: AM 7: AM :15 AM :3 AM :45 AM Total Volume % App. Total PHF

58 Fontainebleau Blvd & NW 99th Court NW 99th Court 3 3 File Name : Fontainebleau Blvd & NW 99th Court Site Code : Start Date : 1/14/216 Page No : Peak Hour Data Fontainebleau Blvd Peak Hour Begins at 7: AM Trucks North Fontainebleu Blvd NW 99th Court

59 Fontainebleau Blvd & NW 99th Court NW 99th Court Southbound NW 99th Court Northbound Fontainebleu Blvd Westbound File Name : Fontainebleau Blvd & NW 99th Court Site Code : Start Date : 1/14/216 Page No : 5 Fontainebleau Blvd Eastbound Start Time Bikes App. Total Bikes App. Total Bikes App. Total Bikes App. Total Int. Total Peak Hour Analysis From 4: PM to 5:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4: PM 4: PM :15 PM :3 PM :45 PM Total Volume % App. Total PHF

60 Fontainebleau Blvd & NW 99th Court NW 99th Court 4 4 File Name : Fontainebleau Blvd & NW 99th Court Site Code : Start Date : 1/14/216 Page No : Peak Hour Data Fontainebleau Blvd Peak Hour Begins at 4: PM Trucks North Fontainebleu Blvd NW 99th Court

61 Fontainebleau Blvd & Southbound Northbound Groups Printed- Veh - Trucks - Turns Fontainebleu Blvd Westbound File Name : Fontainebleau Blvd & Site Code : Start Date : 1/14/216 Page No : 1 Fontainebleau Blvd Eastbound Start Time /Bike App. Total /Bike App. Total /Bike App. Total /Bike App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total *** BREAK *** 4: PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total Grand Total Apprch % Total % Veh % Veh Trucks % Trucks U-Turns % U-Turns

62 Fontainebleau Blvd & File Name : Fontainebleau Blvd & Site Code : Start Date : 1/14/216 Page No : Fontainebleau Blvd North 1/14/216 7: AM 1/14/216 5:45 PM Veh Trucks U-Turns Fontainebleu Blvd

63 Fontainebleau Blvd & File Name : Fontainebleau Blvd & Site Code : Start Date : 1/14/216 Page No : 3 Southbound Northbound Fontainebleu Blvd Westbound Fontainebleau Blvd Eastbound Start Time /Bike App. Total /Bike App. Total /Bike App. Total /Bike App. Total Int. Total Peak Hour Analysis From 7: AM to 8:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:3 AM 7:3 AM :45 AM : AM :15 AM Total Volume % App. Total PHF

64 Fontainebleau Blvd & File Name : Fontainebleau Blvd & Site Code : Start Date : 1/14/216 Page No : Peak Hour Data Fontainebleau Blvd Peak Hour Begins at 7:3 AM Veh Trucks U-Turns North Fontainebleu Blvd

65 Fontainebleau Blvd & Southbound Northbound Fontainebleu Blvd Westbound File Name : Fontainebleau Blvd & Site Code : Start Date : 1/14/216 Page No : 5 Fontainebleau Blvd Eastbound Start Time /Bike App. Total /Bike App. Total /Bike App. Total /Bike App. Total Int. Total Peak Hour Analysis From 4: PM to 5:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:45 PM 4:45 PM : PM :15 PM :3 PM Total Volume % App. Total PHF

66 Fontainebleau Blvd & File Name : Fontainebleau Blvd & Site Code : Start Date : 1/14/216 Page No : Peak Hour Data Fontainebleau Blvd Peak Hour Begins at 4:45 PM Veh Trucks U-Turns North Fontainebleu Blvd

67 Fontainebleau Blvd & Southbound Northbound Groups Printed- Turns Fontainebleu Blvd Westbound File Name : Fontainebleau Blvd & Site Code : Start Date : 1/14/216 Page No : 1 Fontainebleau Blvd Eastbound Start Time /Bike App. Total /Bike App. Total /Bike App. Total /Bike App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total *** BREAK *** 8:15 AM :3 AM :45 AM Total *** BREAK *** 4: PM :15 PM :3 PM :45 PM Total *** BREAK *** 5:15 PM :3 PM *** BREAK *** Total Grand Total Apprch % 1 1 Total %