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08/16/2021 Report 2021 US 1 ARTERIAL TRAVEL TIME AND DELAY STUDY MONROE COUNTY, FLORIDA Prepared for: Monroe County Planning Department ; . Prepared by: �L=com 110 East Broward Boulevard -Suite 700, Fort Lauderdale, Florida 33301 June 2021 Updated July 2021 TABLE OF CONTENTS 1. EXECUTIVE SUMMARY................................................................... 1 2. INTRODUCTION.............................................................................. 4 3. MONROE COUNTY LEVEL OF SERVICE (LOS) AND RESERVE CAPACITY ASSESSMENT OVERVIEW............................................... 6 4. DATA COLLECTION........................................................................ 8 5. FIELD OBSERVATIONS................................................................... 9 6. RESULTS AND DISCUSSIONS.......................................................... 11 7. SUMMARY..................................................................................... 22 TABLES TABLE 1 - AVERAGE TRAVEL SPEEDS AND LEVELS OF SERVICE............ 2 TABLE 2 - U.S. ROADWAY SEGMENTS................................................... 6 TABLE 3 - US 1 TRAFFIC COUNTS - HISTORICAL COMPARISON............. 12 TABLE 4 - DELAY DATA SUMMARY AND COMPARISON........................... 18 FIGURES FIGURE 1: US 1 AADT- HISTORICAL COMPARISON................................. 13 FIGURE 2: US 1. HISTORICAL TRAFFIC GROWTH -AADT........................ 14 FIGURE 3: AVERAGE TRAVEL SPEEDS AND LEVELS OF SERVICE............ 16 APPENDICES APPENDIX A - DATA COLLECTION METHODOLOGY APPENDIX B - TRAVEL TIME DELAY DATA APPENDIX C - 2021 TRAFFIC VOLUME SUMMARY APPENDIX D - HISTORICAL COUNT DATA APPENDIX E - 2021 TRAVEL SPEED SUMMARY DATA AND STATISTICS APPENDIX F - COMPARISONS OF HISTORICAL TRAVEL SPEED DATA APPENDIX G - 2021 LEVEL OF SERVICE AND RESERVE CAPACITY APPENDIX H - SUMMARY OF DELAY EVENTS APPENDIX I - 2021 DATA COLLECTION SCHEDULE 2021- U.S.1 Arterial Travel Time and Delay Study Monroe County /Ocom Page ii 1. EXECUTIVE SUMMARY This report contains the results and findings of the 2021 Arterial Travel Time and Delay Study (ATTDS). The primary objective of this study is to determine the Level of Service (LOS) on US 1 for concurrency management purposes pursuant to Chapter 163, Florida Statutes, Monroe County Land Development Regulations and the Monroe County Comprehensive Plan. The study methodology was developed by the US 1 Level of Service Task Force in 1993. The methodology established a procedure for using travel speed as a means of assessing the LOS and reserve capacity for US 1. The study methodology was modified by the US 1 LOS Task Force in 1997 and 2021 (see Monroe County Resolution 64-2021 in Appendix A) to account for the latest changes in the Highway Capacity Manual (HCM). Both Monroe County and the Florida Department of Transportation (FDOT)have adopted a LOS C Standard for US 1. Further, 45 miles per hour (mph) has been adopted as the LOS C Standard for the entire length of US 1 regardless of the posted speed limits. Under the adopted growth management process, if the overall LOS for US 1 falls below the LOS C Standard, then no additional land development will be allowed in the Florida Keys, unless mitigation measures are proposed to address the LOS deficiencies. The 2021 ATTDS results are presented in Table 1. It should be noted that the 2019 study was not adopted or used for development review.As such,the results of the 2017 ATTDS were included for comparison purposes. 2021- US 1 Arterial Travel Time and Delay Study Monroe County �i=Com Page 1 TABLE 1 AVERAGE TRAVEL SPEEDS AND LEVELS OF SERVICE Name of Beginning Ending LOS LOS LOS Median Median Median Segment Segment Beginning Control Point Ending Control Point Mile Mile 2017 2019 2021 Speed Speed Speed Marker Marker 2017 2019 2021 1 Stock Island Cow Key Bridge(N) Key Haven Boulevard 4.0 5.0 B B A 29.4 33.0 40.0 2 Boca Chica Key Haven Boulevard Rockland Drive 5.0 9.0 A B A 59.6 55.8 59.9 3 Big Coppitt Rockland Drive Boca Chica Road 9.0 10.5 B B B 46.6 46.1 47.5 4 Saddlebunch Boca Chica Road Harris Channel Bridge(N) 10.5 16.5 B C B 53.3 52.0 53.5 5 Sugarloaf Harris Channel Bridge(N) Bow Channel Bridge(N) 16.5 20.5 A A A 48.3 48.1 48.8 6 Cudjoe Bow Channel Bridge(N) Spanish Main Drive 20.5 23.0 A A A 48.2 47.2 47.9 7 Summerland Spanish Main Drive East Shore Drive 23.0 25.0 B B B 45.0 45.2 46.1 8 Ramrod East Shore Drive Torch-Ramrod Bridge(S) 25.0 27.5 B A A 46.1 46.7 46.5 9 Torch Torch-Ramrod Bridge(S) N.Pine Channel Bridge(N) 27.5 29.5 A A A 47.7 48.1 48.8 10 Big Pine N.Pine Channel Bridge(N) Long Beach Drive 29.5 33.0 C B A 39.4 42.4 42.7 11 Bahia Honda Long Beach Drive 7-Mile Bridge(S) 33.0 40.0 B A A 53.7 54.2 54.8 12 7-Mile Bridge 7-Mile Bridge(S) 7-Mile Bridge(N) 40.0 47.0 B B B 53.3 53.4 53.2 13 Marathon 7-Mile Bridge(N) Coco Plum Drive 47.0 54.0 A A A 37.9 37.9 39.6 14 Grassy Coco Plum Drive Toms Harbor Ch Bridge(S) 54.0 60.5 C C C 51.6 50.7 51.4 15 Duck Toms Harbor Ch Bridge(S) Long Key Bridge(S) 60.5 63.0 C C C 53.3 53.3 53.2 16 Long Long Key Bridge(S) Channel#2 Bridge(N) 63.0 73.0 C B C 50.5 52.0 49.9 172) Lower Channel#2 Bridge(N) Lignumvitae Bridge(S) 73.0 77.5 C C C 49.8 49.6 48.2 Matecumbe 18(l)(2) Tea Table Lignumvitae Bridge(S) Tea Table Relief Bridge(N) 77.5 79.5 D D A 47.6 46.9 46.6 19(1) Upper Tea Table Relief Bridge(N) Whale Harbor Bridge(S) 795 840 D E E 39.2 36.4 35.3 Matecumbe 200) ' Windley Whale Harbor Bridge(S) Snake Creek Bridge(N) 84 0 86.0! C E D 41.0 ` 37.0 39.3 21(l)(2) Plantation Snake Creek Bridge(N) Ocean Boulevard 86.0 91.5 B D C 40.5 35.3 34.7 22 Tavernier Ocean Boulevard Atlantic Boulevard 91.5 99.5 A A A 47.4 46.9 49.4 23 Key Largo Atlantic Boulevard C-905 99.5 106.0 A A A 44.4 44.2 45.0 24 Cross C-905 County Line Sign 106.0 112.6 B B C 52.7 50.2 49.1 Overall 4.0 112.6 C D C 46.0 44.6 45.5 (1)-Village of Islamorada Segments with NO Reserve Capacity 'I (2)-Segments with Speed Limit Changes The overall travel speed on US 1 based on the 2021 ATTDS is 45.5 mph. The following is a brief summary of notable changes in 2021 travel speeds and LOS as compared to the 2019 and 2017 studies. Comparison between 2021 and 2019 ATTDS Results: • The median speeds in 9 of the 24 segments decreased, ranging from 0.1 mph to 2.1 mph. • The median speeds in 15 of the 24 segments increased, ranging from 0.3 mph to 7.0 mph. • The largest decrease in speed (-2.1 mph) was recorded in Segment#16 (Long - MM 63.0 to MM 73.0); the LOS changed from `B' to `C'. • The largest increase in speed (7.0 mph) was recorded in Segment#1 (Stock Island- MM 4.0 to MM 5.0); the LOS changed from `B' to `A'. • The largest change in LOS was recorded in Segment#18 (Tea Table-MM 77.5 to MM 79.5); the LOS changed from `D' to `A'. 2021- US 1 Arterial Travel Time and Delay Study Monroe County I LCom Page 2 Comparison between 2021 and 2017 ATTDS Results: • The median speeds in 11 of the 24 segments decreased, ranging from 0.1 mph to 5.8 mph. • The median speeds in 13 of the 24 segments increased, ranging from 0.2 mph to 10.6 mph. • The largest decrease in speed (-5.8 mph) was recorded in Segment#21 (Plantation - MM 86.0 to MM 91.5); the LOS changed from `B' to `C'. • The largest increase in speed (10.6 mph) was recorded in Segment#1 (Stock Island - MM 4.0 to MM 5.0); the LOS changed from `B' to `A' • The largest change in LOS was recorded in Segment#18 (Tea Table-MM 77.5 to MM 79.5); the LOS changed from `D' to W. Segments with reserve speeds of less than or equal to 3 mph should be given particular attention when approving development applications. The segments within the `area of concern' are Duck (MM 60.5 to MM 63), Long (MM 63 to MM 73), Lower Matecumbe (MM 73.0 to MM 77.5), Cross (MM 106 to MM 112.5),and the 12-mile segment in the upper keys (three segments)starting from Upper Matecumbe (MM 79.5)to Plantation (MM 91.5); two of these segments (Upper Matecumbe and Windley) have no reserve capacity. The following is a list of considerations for review: 1) Under the adopted growth management process, if the overall LOS for US 1 falls below the LOS C Standard, then no additional land development will be allowed unless mitigation measures are implemented. Roadway widening is a typical mitigation measure (or capacity improvement) used by most agencies. However, in Monroe County, road widening (specifically along US 1) is restricted by the adopted comprehensive plan policies to preserve and protect the fragile ecological conditions. There are other remedies that could be explored and evaluated to improve the traffic flow and capacity along US 1. Some examples include: • Upgrade the traffic signal infrastructure and/or signal timing at signalized intersections along US 1 to enhance traffic flow. • Provide or improve transit service or other multi-modal transportation alternatives. • Implement active traffic management and Transportation System Management & Operation type improvements, which include real-time monitoring of traffic flow and implementing measures to address traffic congestion. • Add turn lanes at strategic locations to improve roadway capacity. • Implement access management improvements (consolidate driveways/access points, modify median openings, etc.)to reduce interruptions to US 1 traffic. • Provide and/or improve frontage roads to reduce the impacts to US 1 traffic flow. Improve local roads to minimize US 1 being used as a local street for short trips. • Do not allow new traffic signals along US 1, if a safe and/or less restrictive alternative (such as indirect left-turns, a roundabout, etc.) can be provided to accommodate traffic movements. • Conduct speed studies on selected segments of US 1 to confirm if the current posted speed limits are correct and modify, if necessary. 2) This is the first Travel Time and Delay Study conducted after the COVID-19 pandemic. The traffic volumes appeared to be slightly lower compared to 2019 study and this may have slightly impacted travel times. 2021- US 1 Arterial Travel Time and Delay Study Monroe County �L=Com Page 3 2. INTRODUCTION Monroe County conducted travel time and delay studies along US 1 on an annual basis from 1991 to 2013; and on a biennial basis since 2013. The data collection for years 1991 through 1996 was conducted by the Monroe County Planning Department, with assistance from the Monroe County Engineering Department, and the Florida Department of Transportation (FDOT). URS and later AECOM have collected the data for years 1997 through 2021, on behalf of the Monroe County Planning Department with assistance from the agencies identified above.This report contains the travel time/delay data and findings for the year 2021. The US 1 ATTDS's primary objective is to monitor the level of service on US 1 for concurrency management purposes pursuant to Chapter 163, Florida Statutes, Section 114 of the Monroe County Land Development Regulations and the Monroe County Comprehensive Plan. Although US 1 is predominantly an uninterrupted two-lane roadway, the US 1 Level of Service Task Force felt that due to US 1's uniqueness, it warrants an alternative LOS evaluation process to that found in the Highway Capacity Manual (HCM). The US 1 Level of Service Task Force was formulated in 1992 to develop a methodology for US 1 that utilizes an empirical relationship between the volume-based capacities and the speed-based LOS. The US 1 Level of Service Task Force was a multi-agency group with members from Monroe County, the Florida Department of Transportation, and the Department of Economic Opportunity (formerly known as Florida Department of Community Affairs - DCA). The methodology established by the task force is a procedure for using travel speed as a means of assessing the level of service and reserve capacity for US 1. Each member organization of the Task Force has endorsed the methodology. The US 1 Level of Service Task Force met in 1997 to re-evaluate the LOS procedure. After several meetings, the Task Force concluded that the speed-based LOS methodology should be used to assess the LOS along US 1 in Monroe County, with a minor change.The signal delay for LOS C was increased to 25 seconds from 15 seconds to account for changes in the HCM. The study methodology was modified again by the US 1 LOS Task Force in 2021 and the signal delay for LOS C was increased to 35 seconds from 25 seconds to account for the latest changes in the HCM. A copy of the current methodology titled "A Methodology to Assess Level of Service on US 1 in the Florida Keys"- January 2021, is included in Appendix A. Another change made by the 2021 US 1 Level of Service Task Force includes how the drawbridge delay is considered in the LOS calculations. Please refer to Appendix A for additional details. Pursuant to Section 114-2(a)(1)(a)of the Land Development Code(LDC), US 1 shall have sufficient available capacity to operate at LOS C for the overall length and the 24 roadway segments of US 1, as measured by the US 1 Level of Service Task Force Methodology. In addition,all segments of US 1,as identified in the US 1 Level of Service Task Force Methodology, which would be impacted by a proposed development's access to US 1, shall have sufficient available capacity to operate at LOS C. Section 114-2(a)(1)(b) of the LDC states, development may be approved, provided that the development in combination with all other permitted developments will not decrease travel speed by more than five percent (5%) below LOS C, as measured by the US 1 Level of Service Task Force Methodology. While development may be approved within 5% of LOS C, the proposed development shall be considered to have an impact that needs mitigation. Development mitigation may be in the form of specific improvements or proportioned shared contribution towards improvements and strategies identified by 2021- US 1 Arterial Travel Time and Delay Study Monroe County �L=Com Page 4 the County, and/or FDOT to address any level of service degradation beyond LOS C and/or other potential deficiencies. Although there has never been a countywide development restriction, Big Pine Key experienced a localized development restriction between 1994 and 2002. Following the 2012 LOS evaluation, the Monroe County Board of County Commissioners (BOCC) directed the planning staff to re-write the LDC to remove the segment-based development restriction, but after further consideration between the BOCC and County staff, it was not implemented. In 2016 Monroe County adopted the 2030 Comprehensive Plan and its implementing Land Development Code which maintained the overall and segment based LOS for transportation concurrency. 2021- US 1 Arterial Travel Time and Delay Study Monroe County I LCom Page 5 3. MONROE COUNTY LEVEL OF SERVICE (LOS) AND RESERVE CAPACITY ASSESSMENT OVERVIEW US 1 (Overseas Highway) is the only principal arterial serving residents and visitors in the Keys. The unique geography, land use patterns and trip making characteristics of the Florida Keys present a challenge in developing and applying a reasonable and acceptable method to assess LOS. Although US 1 in the Florida Keys is predominantly an uninterrupted,two-lane roadway, its uniqueness warrants an alternative LOS evaluation process to the methodology provided in the Highway Capacity Manual. A uniform method was developed in 1992 by the US 1 Level of Service Task Force to assess the level of service on US 1, then amended in 1997 and 2021 to be consistent with current HCM. The adopted method considers both the overall level of service from Key West to the mainland, and the level of service for 24 segments (See Table 2). The original methodology was developed from basic criteria and principles contained in Chapter 7 (Rural Multilane Highways), Chapter 8 (Rural Two-Lane Highways) and Chapter 11 (Urban and Suburban Arterials) of the Highway Capacity Manual. The methodology establishes a procedure for using travel speed as a means of assessing the level of service and reserve capacity for US 1 in the Florida Keys. T US 1 ROADWAY SEGMENTS SEG APPROXIMATE CONTROL POINTS KEY(S) NO. MILE-MARKER Beginning Ending Beginning Ending 1 4.0 5.0 Cow Key Bridge(N) Key Haven Boulevard Stock Island, Key Haven 2 5.0 9.0 Key Haven Boulevard Rockland Drive Boca Chica,Rockland 3 9.0 10.5 Rockland Drive Boca Chica Road Big Coppitt 4 10.5 16.5 Boca Chica Road Harris Channel Bridge(N) Shark,Saddlebunch 5 16.5 20.5 Harris Channel Bridge(N) Bow Channel Bridge(N) Lower Sugarloaf, Upper Sugarloaf 6 20.5 23.0 Bow Channel Bridge(N) Spanish Main Drive Cudjoe 7 23.0 25.0 Spanish Main Drive East Shore Drive Summeriand 8 25.0 27.5 East Shore Drive Torch-Ramrod Bridge(S) Ramrod 9 27.5 29.5 Torch-Ramrod Bridge(S) N. Pine Channel Bridge(N) Torch 10 29.5 33.0 N. Pine Channel Bridge(N) Long Beach Drive Big Pine 11 33.0 40.0 Long Beach Drive 7-Mile Bridge(S) W.Summeriand,Bahia Honda,Ohio 12 40.0 47.0 7-Mile Bridge(S) 7-Mile Bridge(N) 7-Mile Bridge 13 47.0 54.0 7-Mile Bridge(N) Cocoa Plum Drive Marathon, Key Colony Beach 14 54.0 60.5 Cocoa Plum Drive Toms Harbor Ch Bridge(S) Fat Deer Crawl,Grassy 15 60.5 63.0 Toms Harbor Ch Bridge(S) Long Key Bridge(S) Duck,Conch 16 63.0 73.0 Long Key Bridge(S) Channel#2 Bridge(N) Long,Fiesta,Craig 17 73.0 77.5 Channel#2 Bridge(N) Lignum Vitae Bridge(S) Lower Matecumbe 18 77.5 79.5 Lignum Vitae Bridge(S) Tea Table Relief Bridge(N) Fill 19 79.5 84.0 Tea Table Relief Bridge(N) Whale Harbor Bridge(S) Upper Matecumbe 20 84.0 86.0 Whale Harbor Bridge(S) Snake Creek Bridge(N) Windley 21 86.0 91.5 Snake Creek Bridge(N) Ocean Boulevard Plantation 22 91.5 99.5 Ocean Boulevard Atlantic Boulevard Key Largo 23 99.5 106.0 Atlantic Boulevard C-905 Key Largo 24 1 106.0 112.5 1 C-905 County Line Sin 1 Key Largo,Cross Key NOTE:(N)and(S)refer to the north and south ends of the bridges,respectively 2021- US 1 Arterial Travel Time and Delay Study Monroe County �L=Com Page 6 The travel speeds for the entire 108-mile stretch of US 1 and the 24 individual segments are measured by conducting travel time runs during the peak season. The peak season, for the purpose of this study, has been established by the Task Force as the six-week window beginning the second week of February and ending the fourth week of March. Overall speeds reflect the traffic conditions experienced by motorists making long distance trips or traffic traveling the entire length of the Keys. Given that US 1 is the only principal arterial in unincorporated Monroe County, the movement of long- distance traffic is an important consideration. Both Monroe County and the FDOT have adopted a LOS C standard for US 1. Regardless of the posted speed limit,45 mph has been adopted as the LOS C Standard for the entire length of US 1. Under the adopted growth management process, if the overall LOS for US 1 falls below the LOS C Standard, then no additional land development will be allowed in the Florida Keys unless mitigation measures are implemented. Segment speeds are the speeds recorded within the individual segments of US 1. The segments were defined by the Task Force to reflect roadway cross-sections, speed limits, and geographical boundaries. Segment speeds reflect the conditions experienced during local trips. Given that US 1 serves as the principal arterial in the Keys, the movement of local traffic is also an important consideration. LOS is determined for individual segments by comparing the weighted average posted speed limits with the median travel speeds. The difference between the segment travel speed and the LOS C Standard is referred to as reserve speed. The reserve speed is converted to an estimated reserve capacity of additional traffic volume. If the travel speed falls below the LOS C Standard, additional trips equivalent to 5% of LOS C capacity can be allowed, to accommodate a limited amount of development to continue until traffic speeds are measured again the following year or until remedial actions are implemented. While development may be approved within 5% of LOS C, the proposed development shall be considered to have an impact that needs mitigation. 2021- US 1 Arterial Travel Time and Delay Study Monroe County I LCom Page 7 4. DATA COLLECTION The field data collection took place between March 7,2021 and March 20,2021. The data was recorded by date, day of the week,time of the day,and direction of travel. Fourteen (14) round trips were made to complete the required 28 travel time runs. These runs represent a sample of two runs for each day of the week. The data collection methodology and the data collected are presented in Appendices A and B, respectively. The seven-day,24-hour traffic data was collected in Islamorada, Marathon,and Big Pine Key from March 15, 2021 to March 21, 2021, concurrently with the travel time runs. The volume data is provided in Appendix C. The field studies employed a staggered schedule of departure times previously approved by the Task Force to capture peak hour conditions in as many different locations as possible during the approximately 2.5-hour one-way trip between Key West and the mainland. The staggered schedule of departure also helps to capture the varied trip purposes and time frames within the Keys. In addition, supplemental travel time runs were conducted (as required by the 2021 US 1 LOS Methodology Update) between March 17, 2021 and March 19, 2021 in the four southernmost segments to better reflect AM and PM peak conditions associated with traffic entering and exiting the City of Key West. It should be noted that the results of the supplemental runs are included in this ATTDS Report for informational purposes only and are not used in the LOS calculations. This information will be reviewed in the future to decide if supplemental runs should be incorporated into future ATTDS and LOS calculations, as directed by the Monroe County BOCC. 2021- US 1 Arterial Travel Time and Delay Study Monroe County I LCom Page 8 5. FIELD OBSERVATIONS Traffic Signals There are 16 traffic signals, two flashing signals, seven emergency signals, one drawbridge signal, one Pedestrian Hybrid Beacon (PHB) and two pedestrian signals along the study corridor: LOCATION APPROX. MILE MARKER SEGMENT College Road 4.4 1 Cross Street 4.6 1 McDonald Avenue 4.8 1 3rd Street(Flashing Signal) 4.9 1 Emerald Drive (Emergency Signal) 10.5 3 Sugarloaf Boulevard (Flashing Signal) 10.5 5 Crane Boulevard 19.5 5 Key Deer Boulevard 30.3 10 33rd Street 48.5 13 Sombrero Beach Road 50.0 13 89t" Street(Emergency Signal) 51.7 13 107t" Street 52.4 13 109t" Street 52.5 13 Pedestrian Crossing - 121st Street 53.0 13 Sadowski Causeway 53.5 13 Coco Plum Drive 54.0 13/14 Layton Drive (Emergency Signal) 68.4 16 Snake Creek Bridge (Drawbridge Signal) 85.7 20 Woods Avenue 90.0 21 Bessie Road 90.5 21 Ocean Boulevard 91.5 21/22 Jo-Jean Way (Emergency Signal) 92.0 22 Fisherman's Trail (Emergency Signal) 99.1 22 East Drive (Emergency Signal) 99.2 22 Ocean Bay Drive/Atlantic Boulevard 99.5 22/23 Pedestrian Crossing (PHB)- Bay Drive 99.8 23 Tarpon Basin Drive 101.0 23 Pedestrian Crossing - Bowen Drive 105.0 23 CR-905 (Emergency Signal) 106.5 23/24 As it was done in the past, only a partial impact of the signal was considered for the pedestrian signals mentioned above. The delays associated with traffic signals located at the beginning or end of segments, such as Coco Plum Drive, Ocean Boulevard and Atlantic Boulevard intersections, are divided between the two adjacent segments. The three closely-spaced signalized intersections in Stock Island (Segment 1) were observed to experience fewer delay events (13 in 2021 vs. 45 in 2017)and reduced total delay (7 minutes and 3 seconds in 2021 vs. 22 minutes and 6 seconds in 2017) as compared to 2017. The six signalized intersections in Marathon (Segment 13)were observed to experience fewer events and reduced total delay as compared to 2017. The number of delay events decreased to 37 in 2021 vs. 57 in 2017. The total delay time caused by these signals was 15 minutes and 21 seconds in 2021 as compared to 25 minutes and 24 seconds in 2017. 2021- US 1 Arterial Travel Time and Delay Study Monroe County �L=Com Page 9 The three closely-spaced traffic signals in Stock Island (Segment 1) were observed to experience fewer delay events (13 in 2021 vs. 19 in 2019), and reduced total delay (7 minutes and 3 seconds in 2021 vs. 26 minutes and 49 seconds in 2019)as compared to 2019. The six traffic signals in Marathon (Segment 13) were observed to experience fewer events and reduce total delay as compared to 2019. The number of delay events decreased to 37 in 2021 vs. 42 in 2019. The total delay time caused by these signals was 15 minutes and 21 seconds in 2021 as compared to 22 minutes and 59 seconds in 2019. Signal retiming studies were performed by FDOT in April 2019 that included all 16 Monroe County traffic signals. It is possible that the signal retiming effort may have contributed to the reduction in signal delay events and overall delay in 2021. Traffic Counts Mechanical traffic counters and hoses were installed on March 15, 2021 along US 1 at the following locations: • Big Pine Key, on the south side of the North Pine Channel Bridge (MM 29); • Marathon, in front of McDonalds (MM 50); • Upper Matecumbe, on the south side of the Whale Harbor Bridge (MM 84). As compared to the volumes collected in 2019 and 2017, the traffic volumes collected in 2021 were found to be higher in Big Pine and Upper Matecumbe Keys, but lower in Marathon Key (see Table 3). Additional traffic data was collected to identify localized differences in traffic volumes in Big Pine Key. Please see Appendix C for a summary of this data. 2021- US 1 Arterial Travel Time and Delay Study Monroe County �i=Com Page 10 6. RESULTS AND DISCUSSIONS Traffic Volumes US 1 is predominately a four-lane facility in Marathon and a two-lane facility in Upper Matecumbe and Big Pine Key. Seven-day continuous traffic counts recorded between March 15 and March 21, 2021 at these three locations along US 1 yielded the following average daily traffic(ADT)and annual average daily traffic(AADT)volumes. The volume data for the 5-day and 7-day is the average of the raw volumes collected. The 7-day average volumes have been adjusted using seasonal and axle factors to estimate the 2021 AADTs. Traffic data summaries are included in Appendix C. Location 5-Dav ADT 7-Dav ADT AADT Big Pine Key (MM 29) 22,799 22,009 19,427 Marathon (MM 50) 38,262 36,739 32,430 Upper Matecumbe (MM 84) 26,152 26,908 23,751 The 2021 AADT increased in Big Pine (1.99%) and Upper Matecumbe (3.07%) Keys but decreased in Marathon Key (-6.30%) compared to 2017. Similarly, the 2021 AADT increased in Big Pine (3.59%) and Upper Matecumbe (6.48%) Keys but decreased in Marathon Key (-11.67%) as compared to 2019. A detailed historical comparison of the US 1 traffic counts for the period from 1996 to 2021 is presented in Appendix D. A comparison of the most recent data (2009 to 2021) is presented in Table 3 and represented graphically in Figure 1. US 1 historical traffic growth is depicted in a regression analysis graph in Figure 2. A linear regression analysis of the AADT at each of the three locations over the last 25 years indicates that there is a slight increase in overall traffic growth at the Marathon and Upper Matecumbe count locations, and an overall decreasing trend in traffic volumes for the Big Pine count location (but the last 13-year data shows an increasing trend). Overall ee s The Level of Service (LOS) criteria for overall speeds on US 1 in Monroe County, as adopted by the Task Force, is as follows: LOS A 51.0 mph or above LOS B 50.9 mph to 48 mph LOS C 47.9 mph to 45 mph LOS D 44.9 mph to 42 mph LOS E 41.9 mph to 36 mph LOS F below 36 mph Both Monroe County and the FDOT have adopted a LOS C standard for US 1. 2021- US 1 Arterial Travel Time and Delay Study Monroe County �i=Com Page 11 o 0 o O N � o 0 o a 0 r- M LO U ri O o N � O O I. 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C Q m CD CD CN La CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD LO CDLO o LO o L �h M M N N Y `y lavv- ownlon 3111Wl Q a00 o N 04 % C) O 04 C) 04 C) 04 CF) C) CL 04 OD C) 04 CD C) coo (0 U: co C) LO 2 is C) C) Cf) co CD cq cq IfcqCD CD cq CD co CD cq O CD cq CO C) 4) 04 M C) C) 04 (D C) C) 04 LO 04C) C) C) 4-1 C) 04 C) C) 4— M C14 Cj C) 04 CL iz C) 04 C) C) W LO C) ti m -CD co (0 i CF) C) C) C) C) C) C) C) C) C) C) C) CD C) C) C) C) C) C) CD CD CD CD CD C) C) C) C� C� C) C) C� C� C� C� C� C� C� C� C� C) 00 (D 1;r 04 C) 00 (D 1;r 04 C) 00 (D m m m m m cq cq 04 04 04 — ~ 00 (AL'P/qaA)JL(]VV The overall median speed during the 2021 ATTDS was 45.5 mph,which is 0.9 mph higher than the 2019 median speed of 44.6 mph,and 0.5 mph lower than the 2017 median speed of 46 mph. The median speed corresponds to LOS C. The highest overall speed recorded during the 14-day ATTDS was 49.6 mph (0.9 mph lower than the 2019 highest overall speed of 50.5 mph), which occurred on Monday, March 15, 2021 in the southbound direction. The lowest overall speed recorded was 35.5 mph (2.3 mph lower than the 2019 lowest overall speed of 37.8 mph), which occurred on Saturday, March 20, 2021 in the southbound direction. The 2021 travel speed data is summarized in Appendix E. See Appendix F for comparisons of speed data from the 2021 study to previous years data. Segment Speeds Segment speeds are the speeds recorded within individual segments of US 1. Segment speeds reflect the conditions experienced during local trips. Given that US 1 serves as the main arterial in the Keys, the movement of local traffic along US 1 is also an important consideration on this multi-purpose roadway. The level of service criteria for segment speeds on US 1 in Monroe County depends on the flow characteristics and the posted speed limits within the given segment. The criteria, listed by type of flow characteristic, are explained in the LOS Methodology provided in Appendix A, and summarized below. Interrupted Flow LOS A >_ 35 mph LOS B >_28 mph LOS C >_22 mph LOS D >_ 17 mph LOS E >_ 13mph LOS F < 13 mph Uninterrupted Flow LOS A>_ 1.5 mph above the posted speed limit LOS B>_ 3.0 mph below LOS A LOS C>_ 6.0 mph below LOS A LOS D>_9.0 mph below LOS A LOS E>_ 15.0 mph below LOS A LOS F < 15.0 mph below LOS A For all "uninterrupted" segments containing isolated traffic signals, the travel times were reduced by 35 seconds per signalized intersection and 3 seconds per pedestrian signal to account for delay due to signals.The Marathon and the Stock Island segments are considered "interrupted" flow facilities, which are evaluated using the interrupted flow LOS criteria shown above. Therefore, no adjustments (to account for delay at signals) were made to travel times in these segments. The segment limits, median travel speeds, and Level of Service (for 2017 and 2021) for each segment are presented in Figure 3. The median segment speed ranged from 59.9 mph in the Boca Chica segment to 34.7 mph in the Plantation segment. The following is a summary of LOS changes, as compared to 2017: 2019- US 1 Arterial Travel Time and Delay Study Monroe County �Ocom Page 15 IN fU�, ^UMo mvf €� cn as a .� , �co cn cn m vv _ a cc ro �` Oil � r�- �� lip• t't„i �(s cr)cn tt N JJ lu V V m p-- F n � N N U min v v Cn ' UUro ED LQ �N QD d� 1-110ro LO M V �`• m .i w o m w m G 'n ai R m d' t N vt P vt P 00 u`� Q N N m-� w ^ m o m a N N N N m S Q m �° & L6 cD S e V rl a � a o a u Lin- ij sFtt a o m a l'S O C'144 t ?'; w x ¢ m = m 8 W h z 5 g 5 F a 8 3 3 C.0 ,�..•�"' + �n''I# ,t P7 i m ,'i a i ._ a d o o � � • m m a V m m a a a U m m /' jl,' i5 E �.,,i �j / . Ays m z m w ti 3 a �;i, $ � N M v � Ct ai O � N t c vt co C 4 a� N N N N N ,� ""^�• , i f/ Y NOO'IZ0Z-SO11\S011 IZOZ-£I OMl\"' HV LS:S£:6 IZOZ/LZ/L There were LOS changes in 9 segments in 2021 study compared to the 2017 study-the LOS for five segments have improved, and the LOS for four segments have degraded. • Stock Island segment (1) changed from LOS `B' to LOS `A' • Ramrod segment (8) changed from LOS `B' to LOS `A' • Big Pine segment (10) changed from LOS `C' to LOS `A' • Bahia Honda segment(11) changed from LOS `B' to LOS `A' • Tea Table segment (18) changed from LOS `D' to LOS `A'-Village of Islamorada • Upper Matecumbe segment(19) changed from LOS `D' to LOS `E'-Village of Islamorada • Windley segment (20) changed from LOS `C' to LOS `D' -Village of Islamorada • Plantation segment (21) changed from LOS `B' to LOS `C'-Village of Islamorada • Cross segment (24) changed from LOS `B' to LOS `C' LOS A LOS B LOS C LOS D LOS E (+)Stock Island(1) (-) Plantation(21) (-)Windley(20) (-) U. Matecumbe(19) (+) Ramrod (8) (-)Cross(24) (+) Big Pine(10) (+) Bahia Honda(11) (+)Tea Table(18) Compared to 2017 results, the median segment speeds increased in 13 of the 24 segments, ranging between 0.2 mph and 10.6 mph, and decreased in 11 segments, ranging from -0.1 mph to-5.8 mph. The largest increase in speed (+10.6 mph)was recorded in Segment# 1 (Stock Island- MM 4.0 to MM 5.0); The largest reduction in speed (-5.8 mph) was recorded in Segment #21 (Plantation - MM 86.0 to MM 91.5). Compared to 2019 results, the LOS increased in seven of the 24 segments, and decreased in two segments. The LOS did not change in the remaining segments. The most significant LOS changes recorded in Segments # 18 (Tea Table - MM 77.5 to MM 79.5; LOS changed from `D' to LOS `A'), # 20 (Windley - MM 84.0 to MM 86.0; LOS changed from `D'to LOS `C') , #21 (Plantation-MM 86.0 to MM 91.5; LOS changed from `D' to LOS `C'), # 16 (Long- MM 63.0 to MM 73.0; LOS changed from `B' to LOS `C'), and #24 (Cross - MM 106.0 to MM 112.5; LOS changed from `B' to LOS `C'). Compared to 2019 results, the median segment speeds increased in 15 of the 24 segments, ranging between 0.3 mph and 7.0 mph, and decreased in nine segments, ranging from -0.1 mph to -2.1 mph. The largest increase in speed (+7.0 mph) was recorded in Segment # 1 (Stock Island - MM 4.0 to MM 5.0); The largest reduction in speed (-2.1 mph) was recorded in Segment# 16 (Long - MM 63.0 to MM 73.0). Detailed summary tables of these measured travel speeds by day, segment, and fourteen-day average are contained in Appendix E. Supplemental Travel Time Runs Supplemental travel time runs were conducted (as required by the 2021 US 1 LOS Methodology Update) between March 17, 2021 and March 19, 2021 in the four southernmost segments to better reflect AM and PM peak conditions associated with traffic entering and exiting the City of Key West. The supplemental runs indicate that the travel speeds in Segment 1 and 3 are relatively lower during peak hours, as compared to the travel speeds measured during travel time runs conducted using the 2019- US 1 Arterial Travel Time and Delay Study Monroe County �Ocom Page 17 staggered schedule. As such, the peak hour LOS for these segments is also lower. Segment 1 had LOS B during peak hour as compared to LOS A. Segment 3 had LOS D during peak hours as compared to LOS B. It should be noted that Segment 3 was only 0.1 mph below the LOS C speed criteria. The LOS for Segments 2 and 4 remained unchanged (LOS A for segment 2 and LOS B for segment 4). A summary table of measured travel speeds by day, segment and three-day average from the supplemental travel runs are also included in Appendix E. It should be noted that the results of the supplemental runs are included in this ATTDS Report for informational purposes only and are not used in the LOS calculations. This information will be reviewed in the future to decide if supplemental runs should be incorporated into future ATTDS and LOS calculations, as directed by the Monroe County BOCC. Delay A delay event starts whenever the speed of the test vehicle falls below 5 mph. The delay event continues until the test vehicle's speed increases to 15 mph. During the study, the observers encountered a total of 255 separate delay events. Thirty-eight (38) of these delay events, resulting in 3 hours 4 minutes and 38 seconds, were excluded from the overall and the segment travel time calculations. The excluded delays were caused by non-recurring events, such as accidents and roadside construction. A detailed listing of the specific sources of delay is included in Appendix H of this report. A summary of the delay data (as compared to 2017 data), is provided in Table 4. The mean delay per trip is the total delay recorded for a given delay event divided by the study's 28 one-way trips. The mean delay per trip is found to be 13 minutes and 41 seconds. T DELAY DATA SUMMARY AND COMPARISON Delay Number of Total Excluded Mean Delay Mean Delay Source Events Delay Time Per Event Per Trip 2021 (2017) 2021 (2017) 2021 (2017) 2021 (2017) 2021 (2017) Traffic Signals 124 213 01:00:08 02:10:29 00:00:00 00:00:00 00:29 00:36 02:09 04:30 Drawbridges 2 0 00:12:00 00:00:00 00:12:00 00:00:00 06:00 00:00 00:26 00:00 Congestion 87 64 02:16:39 03:16:44 00:00:00 00:00:00 01:34 03:04 04:53 07:02 Left Turns 5 18 00:01:20 00:04:44 00:00:00 00:00:00 00:16 00:16 00:03 00:10 Right Turns 1 3 00:00:13 00:00:35 00:00:00 00:00:00 00:13 00:12 00:00 00:01 School Bus 9 12 00:03:14 00:05:09 00:03:14 00:05:09 00:22 00:26 00:07 00:11 Construction 10 0 02:14:56 00:00:00 02:14:56 00:00:00 13:30 00:00 04:49 00:00 Accidents 15 1 00:33:29 00:02:56 00:33:29 00:02:56 02:14 02:56 01:12 00:06 School Zones 1 9 00:00:42 00:08:24 00:00:42 00:08:24 00:42 00:56 00:01 00:18 Special Event 1 11 00:00:17 00:33:51 00:00:17 00:33:51 00:17 3:05 00:01 01:13 Total 255 331 06:22:59 06:22:52 03:04:38 00:50:20 01:30 00:01:0 13:41 13:36 2019— US 1 Arterial Travel Time and Delay Study Monroe County �Ocom Page 18 Signal Dqlays The second largest recurring delay was caused by traffic signals. During the 2021 study, 124 observable signal delay events were noted in the vicinity of the signalized intersections as compared to 213 delay events in 2017. Traffic signals resulted in a total delay of 1 hour in 2021, as compared to 2 hours and 10 minutes in 2017. Some notable observations related to signal delay during the 2021 study are provided below: • The mean delay per event for signals in Segments # 10 and 22 was higher than the LOS C threshold value of 35 seconds (deducted as per the methodology). • The average signal delay per trip for Segments # 10 and 22 was lower(18 seconds) than the 35 second threshold. • The signal at Atlantic Boulevard (Segment # 22/23) caused the most delay, 14 minutes and 36 seconds, (from a total of 20 delay events), which accounted for 24% of the total signal delay. • The signal at Tarpon Basin Drive in Key Largo (Segment # 23) caused the second highest delay (from a total of 14 delay events), which accounted for 11% of the total signal delay. • The Marathon segment (Segment # 13) experienced the highest number of signal delay events (37),as well as signal delay with 15 minutes and 21 seconds delay(26% of the total signal delays). • The signal at Key Deer Boulevard in the Big Pine segment (Segment # 10) had the highest mean delay per event with only 7 signal delay events, resulting in 4 minutes and 6 seconds. There were 124 observable signal delay events in 2021 at signalized intersections as compared to 157 delay events in 2019. Traffic signals resulted in a total delay of 1 hour in 2021, as compared to 1 hour 51 minutes in 2019. It is possible that the signal retiming efforts, as mentioned in previous sections, may have contributed to the reduction in signal delay events and overall delay in 2021. Accident Delay The accident-related delays, although non-recurring, were observed to be the fourth highest delay event category during the 2021 study.A total of 15 accident delay events were recorded during the 2021 study, accounting for 33 minutes and 29 seconds of delay. The accident delay accounted for 9% of the total delays. The accident delays were excluded from the overall and segment travel times. Turning Vehicles Delay There were five left-turn and one right-turn delay events during the 2021 study. Left-turn delays accounted for 1 minute and 20 seconds, with a mean delay of 16 seconds. Similarly, right-turn delays accounted for 13 seconds with a mean delay of 13 seconds. In accordance with the Floating Car Method and Passing Score procedure, the test car did not pass on the right side of a left turning vehicle within two-lane segments during this year's study. Drawbrida ela The bridge across the Snake Creek was the only drawbridge observed along the entire length of the study segment. There were two drawbridge events during the 2021 study, compared to no events during the 2017 study and two events during the 2019 study. 2019- US 1 Arterial Travel Time and Delay Study Monroe County �Ocom Page 19 Drawbridge delays accounted for 12 minutes, with an average delay of 6 minutes per event. The drawbridge delays were excluded from the overall and segment travel times. Congestion Dqlay Congestion related delay represents the largest single recurring delay observed during the 2021 study. There were 87 congestion related delay events, resulting in 2 hours 16 minutes and 39 seconds of delay. It is possible that some of this delay was caused by drawbridge openings, stop and go conditions in the vicinity of signalized intersections, and vehicles turning from through lane. Specific sources of congestion were not always visible to the observers in the test vehicle, especially if the test vehicle was in a long queue; or the delay event has ended (such as red signal indication may have changed to green or the open drawbridge may have been lowered) by the time the test vehicle approached the event location. Construction D2Laj Construction delays accounted for 2 hours 14 minutes and 56 seconds during the 2021 study, as compared to no construction delays during the 2017 study and approximately 10 minutes of construction delay during the 2019 study. Construction related delay represents the second largest single delay observed during the 2021 study. There was significant construction related delay during the 2021 study as compared to 2019 and 2017 studies. This was due to FPL utility work that affected several travel time runs. During this FPL work, flagger operation was used to control traffic, allowing only one direction of travel at a time. The construction delays were excluded from the overall and segment travel times. Reserve ities The difference between the median speed and the LOS C Standard speed gives the reserve speed, which in turn can be converted to an estimated reserve capacity. The overall median speed of 45.5 mph compared to the LOS C standard of 45 mph results in a positive overall reserve speed of 0.5 mph. This reserve speed is converted into an estimated number of reserve trips using the formula below: Reserve Volume = Reserve Speed x K x Overall Length Trip Length Reserve Volume = Reserve speed x 1656 daily trips/mph x 112 miles 10 miles Applying the formula for reserve volume to each of the 24 segments of US 1 individually gives maximum reserve volumes for all segments totaling 105,865 trips. These individual reserve volumes may be unobtainable, due to the constraint imposed by the overall reserve volume. County regulations and FDOT policy allow segments that fail to meet the LOS C standards to receive an allocation not to exceed five percent below the LOS C standard. The so-called five percent allocations were calculated for such segments as follows: 5% Allocation = (median speed -95% of LOS C)x 1656 x Length Trip Length 2019- US 1 Arterial Travel Time and Delay Study Monroe County /Ocom Page 20 The following two segments were identified to be functioning below the LOS C threshold: Segment #19 (Upper Matecumbe) and Segment #20 (Windley). These two segments have depleted their reserve capacities. Both of these segments are in the Village of Islamorada. A summary table displaying level of service and reserve capacity values for each segment as well as overall US 1 are contained in Appendix G. 2019- US 1 Arterial Travel Time and Delay Study Monroe County �Ocom Page 21 7. SUMMARY The following is a summary of the 2021 Travel Time and Delay Study results as compared to the 2017 Travel Time and Delay Study: a) The average traffic volumes have increased in Big Pine (2.00%) and Upper Matecumbe (3.07%) Keys but have decreased in Marathon Key (-6.30%) as compared to 2017. b) The overall travel speed on US 1 based on the 2021 study is 45.5 mph, which is 0.5 mph lower than the 2017 overall travel speed. c) As compared to the 2017 data, the median travel speeds in 13 of the 24 segments have increased. They are: + + -Stock Island ( 10.6 mph) -Torch ( 1.1 mph) - Boca Chica (+0.3 mph) - Big Pine (+3.3 mph) :...................................................................................................................................................................................................:....................................................................................................................................................................................................................................................... - Big Coppitt (+0.9 mph) - Bahia Honda (+1.1 mph) ...................................................................................................................................................................................................:....................................................................................................................................................................................................................................................... -Saddlebunch (+0.2 mph) - Marathon (+1.7 mph) :........................................................................................................................................................................................................................................................................................................................................................................................................................................................... -Sugarloaf(+0.5 mph) - Tavernier (+2.0 mph) + + -Summerland 1.1 mph) - Key Largo 0.6 mph) ( p ) Y g ( p ) :...................................................................................................................................................................................................:......................................................................................................................................................................................................................................................: - Ramrod (+0.4 mph) Median travel speeds in 11 segments have decreased. They are: -Cud'oe -0.3 mph) - L Matecumbe -1.6 mph) -village of Islamorada .......... J ( p ) ( p ) g .................................................... -7-Mile Bridge (-0.1 mph) -Tea Table (-1.0 mph) -village of Islamorada -Grass -0.2 mph) - U Matecumbe -3.9 mph)-Village of Islamorada g -Duck -0.1 mph) -Windle -1.7 mph)-village of Islamorada ........... ( p ) Y ( ........................................................................................................................ -Long (-0.6 mph) - Plantation (-5.8 mph)-village of Islamorada ....................................................................................................................................................................................................................................................... -.._Cross....(.-3 6.._m.p....h.).................................................................................................. d) As compared to the 2017 study, there are LOS changes in nine of the 24 segments-the LOS for five segments have improved, and the LOS for four segments have degraded. e) Segment #19 (Upper Matecumbe - MM 79.5 - MM 84.0) changed from LOS `D' to `E'. Segment # 20 (Windley - MM 84.0 - MM 86.0) LOS changed from LOS `C' to `D'. These two segments have no reserve capacity and should be given special attention. f) There were two drawbridge delay events during the 2021 study (accounted for 12 minutes, with an average delay of 6 minutes), as compared to no drawbridge delay events during the 2017 study. g) There were 10 construction delay events in 2021 (accounted for 2 hours 14 minutes and 56 seconds), as compared to no construction delay events in 2017. h) There were 124 signal related delay events in 2021, resulting in 1 hour and 8 seconds of delay, as compared to 2 hours 10 minutes and 29 seconds in 2017. The signal delay events contributed to an average of 2 minutes and 9 seconds of delay per trip, which is lower than the 2017 average signal delay per trip of 4 minutes and 30 seconds. i) Segments with reserve speeds of less than or equal to 3 mph should be given particular attention when approving development applications. Based on the 2021 study, there are six segments in this category (same number of segments as in the 2017 study). 2019- US 1 Arterial Travel Time and Delay Study Monroe County /Ocom Page 22 - Duck MM 60.5- MM 63.0 -Windle 84.0- 86.0 - Lon MM 63.0- MM 73.0 - Plantation 86.0 -91.5 g ( ) ( ) - L. Matecumbe MM 73.0- MM 77.5 -Cross MM 106.0- MM 112.5 .........................................................................................................................................................................................................................................: - U. Matecumbe (MM 79.5- MM 84.0) ..........................................................................................................................................................................................................: Following is a summary of the 2021 Travel Time and Delay Study results compared to the 2019 Travel Time and Delay Study: a) The average traffic volumes have increased in Big Pine (3.59%) and Upper Matecumbe (6.48%) Keys but have decreased in Marathon Key (-11.67%) as compared to 2019. b) The overall travel speed on US 1 based on the 2021 study is 45.5 mph,which is 0.9 mph higher than the 2019 overall travel speed. c) As compared to the 2019 data, the median travel speeds in 15 of the 24 segments have increased. They are: + + Stock Island ( 7.0 mph) - Big Pine ( 0.3 mph) ........................................................................................................................................................................................................:.............................................................................................................................................................................................................................................: - Boca Chica (+4.1 mph) - Bahia Honda (+0.6 mph) ........................................................................................................................................................................................................:.............................................................................................................................................................................................................................................. - Big Coppitt (+1.4 mph) - Marathon (+1.7 mph) ........................................................................................................................................................................................................:.............................................................................................................................................................................................................................................: -Saddlebunch +1.5 mph) -Grass +0.7 mph) ........................................................................ ( p ) ... Y( p ) ................................................. -Sugarloaf +0.7 mph) -Windle +2.3 mph)-village of Islamorada .......... J ( p ) ........ Y ( ........................................................................................................................ -Cudjoe (+0.7 mph) - Tavernier (+2.5 mph) ........................................................................................................................................................................................................:.............................................................................................................................................................................................................................................: -Summerland (+0.9 mph) - Key Largo (+0.8 mph) ........................................................................................................................................................................................................:.............................................................................................................................................................................................................................................. -Torch (+0.7 mph) Median travel speeds in 9 segments have decreased. They are: -Ramrod -0.2 mph) -L Matecumbe -1.4 mph) -village of Islamorada ........... ( p ) ............................................................ ( p ) g ...................................................... -7-Mile Bridge (-0.2 mph) -Tea Table (-0.3 mph) -Village of Islamorada -Duck -0.1 mph) -U Matecumbe -1.1 mph) -village of Islamorada ............ ( p ) ......:.................................................................... ( p ) g ................................................, -Long -2.1 mph) -Plantation -0.6 mph)-Village of Islamorada .......... 9 ( p ) .....................................................................:............................................................... ( ............................................................................................................... -Cross (-1.1 mph) ......................................................................................................................................................................................................... d) As compared to the 2019 study, there are LOS changes in nine of the 24 segments-the LOS for seven segments have improved, and the LOS for two segments have degraded. e) Segment#20 (Windley- MM 84.0- MM 86.0) LOS changed from LOS `E' to `D'. The LOS for Segment #19 (Upper Matecumbe - MM 79.5 - MM 84.0) remained at LOS `E'. These two segments have no reserve capacity and should be given special attention. f) There were two drawbridge delay events during the 2021 study, the same as the 2019 study. Drawbridge delays accounted for 12 minutes, with an average delay of 6 minutes. g) There were 10 construction delay events in 2021 (accounted for 2 hours 14 minutes and 56 seconds),as compared to one construction delay event(accounted for 9 minutes and 55 seconds) in 2019. h) There were 124 signal related delay events in 2021, resulting in 1 hour and 8 seconds of delay,as compared to 1 hour 51 minutes and 49 seconds in 2019.The signal delay events contributed to 2 minutes and 9 seconds of delay per trip on an average, which is lower when compared to the 2019 average signal delay per trip of 4 minutes. 2019- US 1 Arterial Travel Time and Delay Study Monroe County �Ocom Page 23 The following is a list of considerations for review: 1) Under the adopted growth management process, if the overall LOS for US 1 falls below the LOS C Standard, then no additional land development will be allowed unless mitigation measures are implemented. Roadway widening is a typical mitigation measure (or capacity improvement) used by most agencies. However, in Monroe County, road widening (specifically along US 1) is restricted by the adopted comprehensive plan policies to preserve and protect the fragile ecological conditions. There are other remedies that could be explored and evaluated to improve the traffic flow and capacity along US 1. Some examples include: • Upgrade the traffic signal infrastructure and/or signal timing at signalized intersections along US 1 to enhance traffic flow. • Provide or improve transit service or other multi-modal transportation alternatives. • Implement active traffic management and Transportation System Management & Operation type improvements, which include real-time monitoring of traffic flow and implementing measures to address traffic congestion. • Add turn lanes at strategic locations to improve roadway capacity. • Implement access management improvements (consolidate driveways/access points, modify median openings, etc.) to reduce interruptions to US 1 traffic. • Provide and/or improve frontage roads to reduce the impacts to US 1 traffic flow. Improve local roads to minimize US 1 being used as a local street for short trips. • Do not allow new traffic signals along US 1, if a safe and/or less restrictive alternative (such as indirect left-turns, a roundabout, etc.) can be provided to accommodate traffic movements. • Conduct speed studies on selected segments of US 1 to confirm if the current posted speed limits are correct and modify, if necessary. 2) This is the first Travel Time and Delay Study conducted after the COVID-19 pandemic. The traffic volumes were observed to increase in some areas and decrease in other areas, as compared to 2019 and 2017 studies. Therefore, the travel time impacts due to the pandemic appear to be very minimal. 2019- US 1 Arterial Travel Time and Delay Study Monroe County �OCom Page 24 APPENDIX A Data Collection Methodology A p p E N D I x JAECOM s 2 MONROE COUNTY, FLORIDA 3 MONROE COUNTY BOARD OF COUNTY COMMISSIONERS 4 RESOLUTION NO. 064 -2021 5 6 7 A RESOLUTION BY THE MONROE COUNTY BOARD OF 8 COUNTY COMMISSIONERS APPROVING UPDATES TO 9 THE U.S. 1 LEVEL OF SERVICE ("L.O.S.") 10 METHODOLOGY BASED ON RECOMMENDATIONS 11 MADE BY THE U.S. 1 L.O.S. TASK FORCE WHICH 12 EVALUATED CONSIDERATIONS IDENTIFIED IN THE 13 DRAFT 2019 ARTERIAL TRAVEL TIME AND DELAY 14 STUDY ("ATTDS"). 15 16 WHEREAS, in August, 1991, the BOCC adopted the U.S. 1 Level of Service ("L.O.S.") 17 C as measured by the U.S. 1 L.O.S. Methodology established by the U.S. 1 L.O.S. Task Force; 18 and 19 WHEREAS, on December 10, 1997, the BOCC approved an amendment to the U.S. 1 20 L.O.S. Methodology based on recommendations of the U.S. 1 L.O.S. Task Force; and 21 WHEREAS, on July 15, 2020,the BOCC considered the Draft 2019 Arterial Travel Time 22 & Delay Study ("ATTDS"), prepared by the County's traffic consultant, AECOM Technical 23 Services, Inc. ("AECOM"), which identified several considerations regarding methodology; and 24 WHEREAS, at the July 15, 2020, meeting,the BOCC directed staff to re-engage the U.S. 25 1 L.O.S. Task Force to evaluate the L.O.S. methodology and consider updates to it based on the 26 considerations identified in the Draft 2019 ATTDS; and 27 WHEREAS, on October 21, 2020, the BOCC adopted Resolution No. 355-2020, 28 reconvening the U.S. 1 L.O.S. Task Force and tasking the U.S. 1 L.O.S. Task Force with evaluating 29 the L.O.S. Methodology and potential updates to it based on the considerations identified in the 30 draft 2019 ATTDS; and 31 WHEREAS, U.S. 1 L.O.S. Task Force met on November 10, 2020, January 6, 2021, and 32 January 21, 2021, to evaluate the L.O.S. methodology and to consider updates to it based on the 33 considerations identified in the Draft 2019 ATTDS; and 1 of 3 I WHEREAS, U.S. 1 L.O.S. Task Force agreed to the following recommended items 2 through a roll call for vote for the update to the L.O.S. methodology at the January 21, 2021, 3 meeting: 4 1. Signal Delay: Increase to 35 seconds (to be consistent with the current Highway 5 Capacity Manual); 6 7 2. Signal Delay: Continue to apply to only uninterrupted segments (not overall U.S.-1 8 L.O.S. calculations); 9 10 3. Drawbridge Delay: Deduct delays due to drawbridge openings from the time run 11 calculations for both affected segments and overall U.S.-1, using a delay time of 6 12 minutes (average gate closure time based on FDOT data for drawbridge delays), and 13 applying to only those travel runs which were impacted by bridge openings; 14 15 4. Overall L.O.S. calculation methodology for segments versus overall U.S.-1 will stay 16 the same; 17 18 5. Travel Time Schedule: Conduct 2021 travel time runs based on current schedule. Also, 19 conduct supplemental runs in the southbound direction within Segments 1 to 4 during 20 AM peak (7-8 AM) on Wednesday, Thursday and Friday of the second week. 21 Additionally, conduct supplemental runs in the northbound direction within Segments 22 1 to 4 during the PM Peak(5-6 PM)on Wednesday, Thursday, and Friday of the second 23 week. The results of the supplemental runs will be included in the 2021 ATTDS Report 24 for informational purposes only and will not be used in overall L.O.S. calculations. 25 This information will be reviewed to decide if supplemental runs should be 26 incorporated into future ATTDS and L.O.S. calculations, as directed by the Monroe 27 County BOCC; and 28 29 6. Include by reference the Data Collection Methodology into the U.S. 1 L.O.S. 30 Methodology document. 31 32 NOW, THEREFORE, BE IT RESOLVED BY THE BOARD OF COUNTY 33 COMMISSIONERS OF MONROE COUNTY, FLORIDA, THAT: 34 Section 1. The recitals contained herein are true and correct and are hereby 35 incorporated as if fully set forth herein. 36 Section 2. The Board of County Commissioners does hereby adopt the 37 recommendations of the U.S. 1 L.O.S. Task Force and the 2021 Updated 38 methodology document, A Methodology To Assess Level-Of-Service On 39 US-1 In The Florida Keys, attached as Exhibit A, for County use. 40 41 PASSED AND ADOPTED by the Board of County Commissioners of Monroe County, 42 Florida, at a regular meeting of the Board held on the 17th day of February, 2021. 2of3 1 2 Mayor Michelle Coldiron Yes 3 Mayor Pro Tem David Rice Yes 4 Commissioner Craig Cates Yes 5 Commissioner Eddie Martinez YQL 6 Commissioner Mike Forster XUL 7 BOARD OF COUNTY COMMISSIONERS OF MONROBY MAYOR MICHELLE COLDIRON 1 " ' 16 T: KEVIN MADOK, CLERK 17 MONROE CO ATTORNEY 18 AP_Py10'6r-_ TC F W 19 By�a PETER MQRRlS 2l} AS DE I]TY CLERK ASSWAWCOUNTYArroAHEY Dale! 2a/21 21 22 0 x — C�7 3 of 3 R.E.De Arazoza D.S.MaCleod A METHODOLOGY TO ASSESS LEVEL-OF-SERVICE ON US-1 IN THE FLORIDA KEYS By Rafael E. De Arazoza Florida Department of Transportation District 6 602 South Miami Avenue Miami, Florida 33130 (305) 377-5910 And Douglas S. McLeod Florida Department of Transportation Mail Station 19 605 Suwannee Street Tallahassee, Florida 32399-0450 (904) 922-0449 For Presentation at the Transportation Research Board Annual Meeting January 1993 DRAFT UPDATE January 2021 Updated by AECOM Technical Services, Inc. Based on input from the 2019/2020 US-1 LOS Task Force Page 1 of 11 R.E.De Arazoza D.S.MaCleod ABSTRACT This paper presents the methodology developed to assess level-of-service (LOS) on US-1 in the Florida Keys. Although predominantly an uninterrupted flow two-lane roadway in the Keys, USA's uniqueness warrants all alternative LOS evaluation process to that found in the 1985 Highway Capacity Manual. U.S.-1 extends from the Key West to the Florida mainland with no major roads intersecting it. Furthermore, no other principal arterial serves the Keys or the Keys' resident and tourist population, over 100,000. Its unique geography, land use patterns, trip making characteristics presented a challenge in developing and applying a reasonable and acceptable method to assess its LOS. A uniform method was developed to assess LOS on U.S.-1 to cover both its overall arterial length from Key West to the Florida mainland, and 24 roadway segments delineated. The methodology employs average travel speed as the main measure of effectiveness. It was developed from basic criteria and principles contained in Chapters 7 (Rural Multilane Highways), 8 (Rural Two-Lane Highways) and 11 (Urban and Suburban Arterials) of the 1985 Highway Capacity Manual. The results of the study correlate well with perceived operating conditions on US-1 and over a two- year period the methodology appears to have a good level of reliability. The authors recommend that for uninterrupted flow conditions in developed areas, Chapters 7 and 8 of the Highway Capacity Manual incorporates average travel speed as the main measure of effectiveness to determine LOS. Page 2 of 11 R.E.De Arazoza D.S.MaCleod A METHOD TO ASSESS LEVEL-OF-SERVICE ON US-1 IN THE FLORIDA KEYS INTRODUCTION The purpose of this paper is to present the methodology developed by the Monroe County US- 1 level- of-service (LOS) Task Force to assess LOS on US-1 (the Overseas Highway) in the Florida Keys (1). The authors are members of the referenced task force. US-1 which is mostly two-lanes, has unique geographic and trip characteristics. It extends through the Florida Keys covering approximately 180 kilometers (112 miles) from the City of Key West to the Florida mainland (Figure 1). There are 48 bridges crossing water for a total length of 35 km (22 mi), with the longest bridge approximately 11 km (7 mi) long. There is no other road, to provide vehicular access to the Florida Keys from the rest of Florida or anywhere else. Few local roads are 5 km (3 mi) in length. Consequently, US-1 serves not only as a regional principal arterial which serves intra as well as interstate travel, but also serves as the local road for most of the trips within the Keys. US-1 Annual average daily traffic (AADT) volumes range from a low of 4700 to a high of 34200. The road serves a large tourist demand and is one of the most scenic in the United States. The linear geography with the narrow land width of most of the Florida Keys are further characteristics. Most of the surrounding land use is rural developed and suburban in nature; however, some areas are totally rural and others are urban, such as the Key West and its suburbs. With the exception of the few completely rural segments and the bridges, strip commercial stores, motels and restaurants are very common throughout the Keys along US-1. Numerous driveways and intersecting local roads provide access to the surrounding residential areas. The US-1 LOS study encompassed approximately 174 km (108 mi)of US-1 from Key West/Stock Island to the Monroe/Dade County Line, broken down as follows: o 129 km (80 mi) (74%) two-lane uninterrupted flow; o 32 km (20 mi) (19 %) four-lane uninterrupted flow; and o 13 km (8 mi) (7%) four-lane urban/suburban interrupted flow. Page 3 of 11 R.E.De Arazoza D.S.MaCleod Part of the growth management process in Florida is to assess roadway LOS to determine if roadway facilities meet standards established by state regulations. The Transportation Research Board Special Report 209 Highway Capacity Manual (HCM) (2) is extensively used throughout Florida as the source document to determine highway capacities and LOS. HCM Chapter 7 (Rural Multilane Highways), 8 (Rural Two-Lane Highways) and 11 (Urban and Suburban Arterials) were consulted to determine applicability to the unique conditions and vehicular traffic operations and characteristics of the Florida Keys. Only the 13 km (8 mi) of urban/suburban interrupted flow and the small percentage of the two-lane truly rural portions correlate directly to the HCM Chapters 11 and 8. Thus, the challenge was to develop a methodology to assess arterial LOS along US-1 without deviating from the principles of the HCM. Towards that end a task force was created consisting of representatives from State and local agencies and an engineering consulting firm. Page 4 of 11 R.E.De Arazoza D.S.MaCleod THE NEED TO DEVELOP A LOS MEASUREMENT METHOD From a state transportation perspective, the overall operating condition of US-1 is important, not the condition of any smaller segment. With Key West as a major tourist destination at the southern end of the Keys and no alternative routes, the logical analysis section of highway extends from Key West to the mainland. From local transportation and development approval perspectives,shorter segments for analysis are desirable. Chapter 8 of the HCM presents a methodology which applies to typical rural two-lane highways with basically long stretches of roads,and few side intersecting streets and driveways directly connecting to the roads. Chapter 8 methodology relies mainly on "percent time delay" to assess LOS. The HCM further states that "Percent time delay...is defined as the average percent of time that all vehicles are delayed while traveling in platoons due to inability to pass. Percent time delay is difficult to measure directly in the field. The percent of vehicles traveling at headways less than 5 seconds can be used as a surrogate measure in field studies." Chapter 8 of the HCM also uses average travel speed and capacity utilization as additional measures of effectiveness to assess LOS. However, the HCM states clearly that percent time delay is the primary measure of service quality. Further inspection of the average speeds for level terrain depicted by Table 8-1 of the HCM do not correspond well with the typical operating speeds of US-1 in the Florida Keys. For instance, Table 8-1 shows average speeds ranging from 58 mph (93 kmh) (LOS A)to 45 mph (72 kmh) (LOS D). The overall weighted posted speed limit for US-1 in the Florida Keys is 79.7 kmh (49.5 mph). The overall median operating speeds along US-1 according to the 1991 and 1992 field studies (3, 4)were 76.8 and 75.5 kmh (47.7 and 46.9 mph), respectively. The field studies showed, for the most part, the survey vehicle(s)was traveling close to the posted speed limit. It is believed the average motorist in the Florida Keys is mostly concerned with operating at an acceptable average travel speed rather than being concerned about the ability to pass. This is supported by the physical and traffic characteristics of the Keys (e.g., adjacent land development, sight-seeing tourists), local knowledge, and discussions with motorists. Page 5 of 11 R.E.De Arazoza D.S.MaCleod From the above statements, it was clear to the task team that HCM Chapter 8 methodology could not be applied to US-1 for analysis of its two-lane sections. With regards to the four-lane uninterrupted flow portions of US-1, a similar dilemma occurred. HCM Chapter 7 methodology applies to multi-lane highways with operating characteristics generally unlike those of US-1 through the Florida Keys. For instance, average travel speeds depicted by Table 7-1 of the HCM are also higher than those encountered in the Keys. Further, the methodology inherent in equations (7-1), (7-2) and (7-3)are closely related to those of freeways with their higher service flow rates,which again neither simulate nor resemble those of US-1 in the Keys. The Four-lane portion is found mostly in Key Largo(the northeastern end of the Keys) which has a weighted posted speed limit of 72.5 kmh (45 mph). Key largo is developed with strip commercial and residential development. It has numerous driveway connections and side streets directly accessing US-1. The remaining 7% of the total US-1 mileage is four-lane interrupted flow. These are the portions encompassing Marathon (in the middle of the Keys)and Stock Island (near Key West). The operating characteristics here are truly urban/suburban and interrupted flow in nature resembling those of HCM Chapter 11. Thus, the methodology of Chapter 11 was employed in assessing LOS on these segments. From the preceding discussion, it was evident that a distinct method to assess LOS on US-1 had to be developed. The task team's efforts concentrated on keeping consistency with the basic philosophy of the HCM,and yet be sensitive to the Keys uniqueness. Thus,the proposed methodology correlates measured travel speeds along US-1 with LOS speed thresholds developed as part of this study. This is in line with the concept behind the HCM of average travel speed being the main parameter to measure arterial LOS. Page 6 of 11 R.E.De Arazoza D.S.MaCleod METHODOLOGY Considering the types of trips served by US-1, it was decided to conduct travel time and delay runs to cover both the entire length of US-1 from Key West to the Monroe/Dade County Line (mainland) and for each segment of the highway along the way. Twenty-four segments were selected as depicted by Table 1. Each segment is fairly homogeneous in nature having a uniform roadway cross section and traffic flow. Travel speeds for the overall length (from Key West to the mainland) provide an indication of the LOS for the regional trips. Travel speeds for each segment also provides an opportunity to assess the impact of local trips. Establishing speed criteria for both the overall length and for each roadway segment satisfies the requirements of the Florida growth management process. The next step in the process was to determine the number of travel time runs and how,when and to/from where. Runs were started at both ends of US-1. For example, one run started on Stock Island (Key West City limits) and proceeded to the mainland (Dade County). After reaching this point, the vehicle turned back and proceeded to end the run where it started, on Stock Island. On another day the reverse was true (i.e., the run started in Dade County instead of Stock Island). It was decided to perform a total of fourteen two-way runs or twenty-eight in each direction covering the 174 km (108 mi)study portion of US-1. Twenty-eight runs provide enough data for statistical significance. Control points were established at each of the 24 segments to record travel time and speed data specific to each one of those segments. Seven runs were started at Stock Island and seven in Dade County. Each began at staggered hours to cover the varied trip purposes and time frames within the Keys. The surveys were conducted during March, reflecting the area's peak traffic season. The 2021 travel time runs shall be conducted based on the current schedule. In addition, supplemental runs shall be conducted in the southbound direction within Segments 1 to 4 during AM peak (7-8 am) on Wednesday, Thursday and Friday of the second week. Also, conduct supplemental runs in the northbound direction within Segments 1 to 4 during the PM Peak (5-6pm) on Wednesday, Thursday, and Friday of the second week. The results of the supplemental runs will be included in the 2021 ATTDS Report for informational purposes only and will not be used in overall or segment LOS calculations. This information will be reviewed to decide if supplemental runs should be incorporated into future ATTDS and LOS calculations, as directed by the Monroe County BOCC. Page 7 of 11 R.E.De Arazoza D.S.MaCleod For each run the process provided data (see Exhibit 1, Data Collection Methodology), such as running speed and travel speed, in each direction of US-1. Vehicular traffic counts were also collected at three locations covering seven days. The travel time runs yielded a total of 28 one-way travel speed values for the overall length of US-1 and for each of the 24 segments. The value selected for analysis was the median speed which would reflect a "typical peak period during the peak season." In other developed parts of Florida the typical peak hour of the peak season approximates the 100th highest hour of the year(5). The median value was also selected, instead of the average,to avoid the influence of extremely high or low speed value at either end of the survey population. The process up to this point provided median travel speeds. The question then became, what LOS do these speeds represent. The next step was to develop a set of LOS/Speed threshold values for both the overall length of US-1 and the pertinent segments of the highway. Towards this end, the speed ratios between LOS thresholds from Tables 7-1, 8-1 and 11-1 of the HCM were used in the analysis. These ratios were weighted against actual mileage of US-1 in the Florida Keys to represent the prevailing type of flow; two-lane uninterrupted flow,four-lane uninterrupted flow and four- lane interrupted flow. For example, from the level terrain portion of HCM Table 8-1, the ratio between LOS B speed and LOS A speed is 55/58 = 0.948. The ratio between LOS C/LOS A = 52/58 = 0.897; the ratio between LOS D/LOS A = 50/58 = 0.862 and so on. The same process was applied to Tables 7-1 (96.6 kmh) (60 mph) and 11-1. Then each ratio was weighted to take into account the length of the section of US-1 to which that type of traffic flow applied. Once all the ratios were developed, the weight criteria was applied as in the following example: TYPE OF FLOW LOS C/LOS A RATIO WEIGHT Two-lane uninterrupted 52/58 = 0.897 74 Four-lane uninterrupted 44/50 = 0.880 19 Four-lane interrupted 22/35 = 0.629 07 Therefore, the overall speed ratio between LOS C and LOS A is: [74(0.897)+19(0.880)+7(0.629)]+100=0.875 Page 8 of 11 R.E.De Arazoza D.S.MaCleod The above process was applied to develop all the required ratios. Further observations with reference to Tables 8-1, 7-1 and 11-1 yielded the following. From Table 8-1 the difference between LOS A and LOS B speeds is 4.8 kmh (3 mph), or 4.8 kmh (3 mph) above an assumed posted speed limit of 88 kmh (55 mph). From Tables 7-1 and 11-1 the differences are 3.2 kmh and 11.3 kmh (2 mph and 7 mph), respectively, with LOS lower than assumed speed limits. Therefore, from these observations plus local knowledge, it was determined that the overall US-1 posted speed limit is 79.7 kmh (49.5 mph) reasonably fell between the LOS A and B thresholds. This assumption is not far away from the premise that if a vehicle is able to sustain a travel speed equal to the posted speed limit, then it will correspond typically with the upper ranges of LOS (i.e., LOS A or B). With the above speed differentials and LOS range premise in mind, the US-1 overall speed thresholds for LOS A and B became 82.1 kmh (51 mph) (2.4 kmh (1.5 mph) above 79.7 kmh (49.5) and 77.3 kmh (48 mph), respectively. Applying the developed ratio between LOS C/LOS A to the LOS A speed resulted in 72.5 kmh (45 mph), rounded off (i.e., 0.875 x 82.1 kmh (51 mph) = 71.8 kmh (44.6 mph)), which then became the threshold for LOS C. After applying all the ratios the overall LOS criteria for US-1 became: LOS Speed A >_ 82 kmh (51 mph) B >_ 77 kmh (48 mph) C >_ 72 kmh (45 mph) D >_ 68 kmh (42 mph) E >_ 58 kmh (36 mph) F < 58 kmh (36 mph) Inspection of the criteria above indicates a close relationship with the speed differentials of both Tables 8-1 and 7-1 of the HCM. Comparing the median speed data for US-1 from the 1991 and 1992 field studies to the above criteria resulted in an overall LOS of C for both years, i.e., 76.8 kmh (47.7 mph)for 1991 and 75.5 kmh (46.9 mph)for 1992. These speeds are 2.9 kmh (1.8 mph)and 4.2 kmh(2.6 mph) below the overall weighted 79.7 kmh (49.5 mph) speed limit, which would correspond to the upper range of LOS C. The authors also believe that LOS C is the appropriate LOS designation for the whole of US-1 from Key West to the mainland. Page 9 of 11 R.E.De Arazoza D.S.MaCleod A final step was still needed to complete the task of developing LOS/Speed threshold values for the segments of US-1. No further work was needed to cover the 7% mileage of the interrupted portions of US-1 found on Marathon and Stock Island, adjacent to Key West. As discussed earlier, these segments correlate with Chapter 11 of the HCM. Therefore, direct application of Table 11-1 LOS/speed criteria for a Class I arterial was made. The remaining segments fell within the two-lane and four lane uninterrupted flow criteria. It was decided to make LOS A speed criterion 2.4 kmh (1.5 mph) above the weighted posted speed limit in order to keep consistency with the overall criteria. LOS C speed was set 9.7 kmh (6 mph) below LOS A speed consistent with Tables 7-1 and 8-1 of the HCM. LOS B and D speed criteria were set to provide equal increments between LOS A and LOS D(i.e., LOS B 4.8 kmh (3 mph) below LOS A speed and LOS D 4.8 kmh (3 mph) below LOS C speed). LOS E was set 9.7 kmh (6 mph) below the LOS D Speed. This makes the segmental speed differential between LOS thresholds consistent with the differentials in the overall criteria, except for one consideration. On any uninterrupted flow segment, signalized intersection delay would be deducted from the segment's travel time to account for the influence of the traffic signals (i.e., signal delay = 1.0 x 35 seconds average stopped delay). This corresponds to an LOS C delay due to isolated signals. LOS C delay was chosen because LOS C is the state LOS standard for US-1 in the Florida Keys. The rationale behind deducting signal delay from the segment analysis was to recognize the impact of signals in reducing travel time. This provides the required sensitivity in the segment which is not only to assess the impact of regional vehicular trips, but also those that are local in nature. The following illustrates the concept plus one example for the US-1 Segmental LOS/speed relationship. o The uninterrupted flow segment criteria are: LOS SPEED A >_ 2.4 kmh (1.5 mph) above the posted speed limit B >_ 4.8 kmh (3.0 mph) below LOS A C >_ 9.7 kmh (6.0 mph) below LOS A D >_ 14.5 kmh (9.0 mph) below LOS A E >_ 24 kmh (15.0 mph) below LOS A F < 24 kmh (15.0 mph) below LOS A o A segment having a weighted posted speed limit of 72 kmh (45 mph)would then have this criteria: Page 10 of 11 R.E.De Arazoza D.S.MaCleod LOS SPEED A >_ 74.9 kmh (46.5 mph) B >_ 70.0 kmh (43.5 mph) C >_ 65.2 kmh (40.5 mph) D >_ 60.4 kmh (37.5 mph) E >_ 50.7 kmh (31.5 mph) F < 50.7 kmh (31.5 mph) o The LOS/Speed criteria for interrupted flow segments (marathon and Stock Island) are based directly on a Class I arterial from Table 11-1 of the HCM. LOS SPEED A >_ 56.4 kmh (35 mph) B >_ 45.1 kmh (28 mph) C >_ 35.4 kmh (22 mph) D >_ 27.4 kmh (17 mph) E >_ 20.9 kmh (13 mph) F < 20.9 kmh (13 mph) Speed data from both the overall length of US-1 and the individual segments were compared against the applicable LOS/speed thresholds. This provided for an assessment of the facility LOS plus an indication of reserve speed, if any. Under Florida's and Monroe County's growth management process if the overall LOS for US-1 fell below the LOS C standard, then no additional land development would be allowed to proceed in the Florida Keys. Unless the proposed new development traffic impact were mitigated. If the overall LOS for US-1 was C or better, then additional development could take place in those segments where there was reserve speed available (i.e., segment's speed was higher than the standard threshold). Besides meeting highway LOS standards there are numerous other considerations in Florida's growth management process pertaining to the Florida Keys that are beyond the scope of this paper. As mentioned in the introduction, the purpose of this study was to present the methodology to assess LOS on US-1. Page 11 of 11 Exhibit 1 DATA COLLECTION METHODOLOGY (Previously Approved by Task Force) Calibration Prior to beginning the study, the DMI was calibrated over a half-mile course. The calibration procedure set-up by the DMI manufacturer established a calibration factor of 0.682 for the test vehicle, which resulted in measurements within 3 feet of the 5,280- foot distance (0.057%). At this level of accuracy, the DMI would measure the 108 mile distance of US 1 between Stock Island and the Dade County line to within 325 feet, or to within 0.03 mile per hour(mph) of the 45 mph standard for LOS C. Flogj[ng_�gar i core The study employed the floating car method, whereby under ideal conditions the test vehicle passes and is passed by an equal number of vehicles (i.e. "goes with the flow"). A passing score was recorded for each segment to document the extent to which this objective was accomplished. Positive scores indicate the number of excess vehicles the test car passed; negative scores indicate the number of excess vehicles that passed the test car; and zero indicates an even balance. The overall passing score consists of the sum of the segment scores. The passing score provided an objective measure of the traffic flow, allowing the driver to adjust the test car speed accordingly. In the event that the traffic flow was higher than the posted speed limit, as was frequently the case in the Dade County and Boca Chica segments, the test car also traveled above the speed limit.Vehicles turning on or off US 1 were omitted from the passing score. Employing the floating car method in two-lane segments was fairly straightforward, where the observers frequently encountered platoons of sufficient size to discourage or prohibit passing. When positioned at the rear or in the middle of a platoon, the observers simply traveled with the pack.When positioned as the lead car,the observers avoided delaying the platoon yet kept the platoon within sight. On two-lane segments the observers occasionally encountered stopped vehicles waiting to turn left, raising the question' of whether the test vehicle should leave the lane or paved road surface and pass to the right of the stopped vehicle. When the vehicles ahead of the observers passed to the right of the stopped vehicle, then the observers did also. However, when the test car was the lead car in the platoon, the observers only passed on the right if they could do so without leaving the paved roadway. Within four-lane segments with light congestion, the observers often encountered traffic traveling in the right lane at or below the posted speed limit,while there was little or no traffic in the left lane. Rather than "floating" below the speed limit in the right lane or traveling at the maximum possible speed in the left lane, the observers traveled at the posted speed limit, which resulted in passing score as high as +10. Thus, in these cases,a passing score of zero is undesirable,since the corresponding speed would fail to reflect the availability of the vacant passing lane. Within four-lane segments with moderate or heavy congestion, the observers often encountered separate platoons in the right and left lanes, with the left lane typically Page 1 of 2 Exhibit 1 moving at a faster speed. Rather than continuously changing lanes to achieve a passing score of zero,the test car"floated" in the faster of the two platoons,which also yielded high passing scores. Platoon Size To provide a measure of roadway congestion within each segment, the average number of vehicles traveling in the test car's platoon was recorded, including the test car itself. Within four-lane segments, this number represents the average number of vehicles that traveled in the test car's platoon within the test car's lane. Treatmen t y In accordance with the FDOT Manual on Uniform Traffic Studies, the observers began recording delay when the test car's speed fell to 5 mph and terminated the delay event when the test car's speed rose to 15 mph. Each delay entry was identified, in the DMI memory by a sequential code number. The observers recorded the,type and location of the delay on a field data sheet. When computing both segments and overall travel times, delays due to typical events such as turning movements, traffic signals, and certain types of congestion were included. Unusual or non-recurring delays, such as construction, accidents, school bus, and emergency vehicles were excluded. Delays due to drawbridge openings should be deducted from the segment travel times (all affected segments) and the overall travel times, to account for the influence of the drawbridge openings.A delay of 6 minutes should be deducted from those travel time runs that were impacted by bridge openings. However, regardless of how a particular type of delay was treated in the analysis, all delays of all types were identified and recorded on the field data sheets. Occasionally an external event slowed traffic speeds, but not enough to meet the 5 mph criteria for a formal delay. Highway construction and maintenance activities were the most common example of this borderline situation. The decision of whether to record these events was made on a case-by-case basis in the field. As long as the observers were traveling at speeds within 5 to 10 mph of the posted speed limit and the event occurred over a distance of about a mile or less, the event was not recorded. However, if the activity;caused speeds slower than this or when the observers witnessed active interference, such as bulldozers or flagman blocking the traffic,the event was recorded and later excluded from the analysis. Page 2 of 2 APPENDIX B t ,s : Travel Time Delay Data Rx : MAECO ------ --------------------------- O II N Cl) V LO Cl) 00 00 (A O II cc U I I cc CO II N � II N Cl) I� LO I� V LO O LO CN O N N T II Op O O O O O O C > C � II O O O O O O O O (1 T (D p) N II O O O O O O O O •U m C W (D O O O O O O O i N COII O N (0 II N O � 'U I I Q II 11 N Q. II ~ H H H CD CD (n U 11 11 11 U U F- Q J CO m > U T II I W U CO W Q * 0 II U I I CO p II LOB + + + + W 0 II O O O O (0 (0 N0 II F— C N (o II i _O O.O II (o II 00 Cl) (O O O M M N M O Ctf iT(0 O N N N jj M V (O J F� p 0 p� (0 a) II M (0 LO LO LO V V V V V LO (0 V LO LO Lo Lo V N N V V V M Lo V II II II II II (n � II �— (/) m O I I J �' F- DU 11 11 p N 11 O O N U I I N N c II O (0 I I O U N I I X II W 0 II I I II O 00 O N O LO O CO CO O I� CV (0 LO N I� N O O V CV 00 I� O � 00 C O II O — O m m LO N LO) LO O I- N LO I� O M N (O (O LO M M O M O M LO) I-- O LO) N M O 'cT O M N V (0 00 'cT CN — 00 � O O N O LO) O M — LO) M N N N N M I� (O � (O N O V N V — Lo m (O (O M m Q t -C aT II O W E Q N N 11 0 O II 0 II LL 0 O O m I� � O O O m M M (O I I� O) O O L N O I� M M M LO) Z c > a) II CDN O LO) (O M TO) O O L M (O M M (O m Lo I� O M M O iT (O U II O O LO) M M M O M V M O I-- O V O O 'I- CD N (O m M LO m LO) N O (O O O M LO) O I� LO N m N Z -O N E y II N N N N M LO) LO) (0 I� � � O 00 G O O N LL 6 (0 0 U II C W a -6 11 0 0 0 0 II E _0 II 2 u _0 (D 11 0 o N o o (D X W u o 0 I I J I I J II O O O O O N I� N M (O O I� O � (O O O O O N I- N O II O Lf) V O N N Lf) Lf) M Lf) N V V V LPN O LP M O O V W II O M (p CO N N N V I� (0 0) (0 N LO) N 00 LO) 00 O 00 LO) O > N II O O O O O CD CD CD CD CD CD CD CD CD CD CD 0 0 0 CD CD CD N (D II O O O O O -O CO II O O O O O O O O O O O O O O O O O O O O O O O O O O O N 0 I I E U > II O O O O O O O CV O V O O g Lo N QO g g co co co O 2 �' (0 CD LO V L N N LO) N CD M LO) V N CD LO N M N CD CD N CD LO .- Q (D II •• Lb I� M I� V I� O V 00 00 Lb I� O V I� O O O O O V -O O O E E 11 O O O O 7 7 N N N N M � � LO) O O 7 N N M � � LO) O M N Z cn 0 � �— 11 O O O O O O O O O O O O O O N N N � -p O O II O O O O O O O O O O O O O O O O O O O O O O O O O O U N co O , II , X D m U (n O (.0 II N -O II �_ N M V LO) (O I� O O O O N M cT LO Q: C It II aT CN N CN CN CN CN 0 W II N C CO Q' , C 11 m , (n LLI E 11 O Z >Y a) _0u _0 U > O CO II _ CO 0 F— U (n II CO I 0 UU ii Z Z m ?�Z LO F= O �� i CN 1 0) > � zmo _0Z Uc� Zc� mmoo CO W W a � m f a� •� a o m o � �, � w � W � � ii m � � � m ccc Em v (nZ � cmNm � o aoi � � ccJ E > W F— F— II T N -O t (o (0 (0 (0 �' >it (0 m J J aT I Q O II N > 'O U t t Q' U N m m N (D = U m O N O W O � II Y Cc co 0 (A U •N O m N N (A Y E (�O N 'U LOB T co CO Q w Q U i i 3 T (Yi (`°i 3 m t - - o E cc c cc m o o LU O m > Q F- Z 11 O (D O O m O a o W o o 0 0 o a� >� U cc °' O m > O � O > 0 (n LL i II U Y � co = co (n W F— Z J I� U F— J U J F— > cn O Q U U U O i Z I I 0 0 0 6 o o W O LU N 0- CO W � H CO 0 d ' o o CD o > p oo Q W ' W ' n. co ' � O ' W F— o 0 ' o L LU o LU 0- o CO ' L w p CO Z 04 l N T o Oo m � o M � o = O -- F— ' Q ' O ' Z p Z o 0 v o o o -------- CV i i i i ' o 0 0 0 0 0 0 0 0 0 0 CD 0 0 0 0 0 0 0 0 I- (O LO 'It Cl) N (HdW) paadS a6eaaAV —————— --------------------------- u aT 0 II LO LO CV V V V N co N O II N U I I cc c) II N 0 II O CN Cl) Cl) O (O O N N >' II O O Cl) O O O (0 C > C E II O O O O O O O O O (D T (D 0) (D II O O O O O O O O •U m C > N 0 �� O O O O O O O O CO i N a) I I O N II N O . U Q T U (n W Q (n c0 II U (n Q U CO N II II II II II N (D II U F- U U (Df- CO CO Q (nm > U Q:, C I W U (n W Q * F- 0 II O II CO p II + + + + + CV V W 0 0 II O O O O O � (0 c N II E aT O.O II (o II 0) O II � V O (0 QO (0 O I- O CV I� - O M (O O V O (O O ctf aT cc O N > N jj O L(i 6 O a0 V a0 V V I� (O LO. LO. CV I� (O a7 LO. (O I� V N J Q' D U (D II ' O V V LO N N V V V V V V LO LO M LO V V V V Lf) V Lo V V II II II II II CO ~ U) II �- F- (n m U II � fy_ 0U u u O -O (L) II O N U II O 'O C II O cc II U N I I X II W 0 II I I I I i II O N I� O O (O O V O N Lo O M N LO M I� LO M (O (Z) Lo 0) I� C O II O (D (DM O M m (O V � N LO M N LO I� M O O N QO O O N M O I-- O N V M (0 V N M O 'cT O CV CV LO O I� LO O CV O M (0 (0 00 LO CV V O CN (0 I� (O r- M N CV CV CV co LO co M Q t t aT II O W Q a) N I I 0 E CO 0 II LO I I LL Q V (DII O N 0) I� I� M N Mr-- I� O � � I� M O LO M O LO M O LO LO O 0)Z c > O II O O - N LO (O N LO M O B LO N M (O I� M N V O (O LO Lf) (OO a0 O U II 0 m - m m - - - - M 7 . N . M M . O 7 M QO 00 (O H C F- N c O M O (0 V O N (0 M M M LO N O (0 M (O M M LO O Z -O N E y II N N M LO (0 (0 I� � O O O O O O O O N N LL c0 (0 U 0 II � W a) a) II a) _0 II O u _0 (D I I N II o cm u a) X II O W u o I I J I I J II O LO M M (V O O (0 M (0 LO CV M M W) CO O CO N (0 M LO (D II N N II O LO M - MIcT O O N N NVLO - N N LO LO LO OMN W O M 00 00 O O V O M 6 N M 00 O O O N N N M Lb 6 >5 E O - O O O -6O OO OO OO OO -6O O O O O O OO O O O O O V VQ O O OOOON N iCO - O O O O O O O O O O O O O O O O O O O O O O O O O O N C � O N II E i > O LO CO N V LO O CO O LO I� O CO CO LO LO CO O (0 O O 00 Cc II CD LO LO N M CD LO LO CD V LO � CD V V M � LO � M M - .- Q c ¢ 0 N II O M O O QO M M 6 Lb V N I� 6 N Lb 00 M O N 6 QO -O O O E II O 7 N M 4 LO CDN M M � A CD � � N N N M � � � � � N CO (n T O I I (D (D (D O O O N N N N N N N N N N N N _0 Cc Lb O U ~ II O O O O O O O O O O O O O O O O O O O CD CD CD CD CD CD O ' V cnY cc � � x -O II C I V M N O O O � O Lf) � M N � O 0) COr- (O LO V CO (V � C I I •0)CN CN CN CN N CN 0 W II N C COm m O CZ, w E II U Z Y II _ N O O 3: CO 0 Z 0 V O II Z Z m Z Z LO UI I Z m �- F= O @@ ii a' m m m 0 0 U z o m z_0 a) 04 U CO O W W II `� o m p 0 0 m a) W Lu II -O N 'O -O O -2 N 0 t m m m 0 j w FW-- c ii c c m > a) cm > � m m E Z � cc = E m m e o (D m 0 � = Q •O I I O m U = O N O m m o Q Q' 'O c U 'O c > N N O W 0 ~ = O 0 11 (n LO V C O N -O E c Y = O N N co (D O •N U (A U (p (0 Y CO Q CO Q (n U II c O c m m T N O T t cc = W ui O m W Q Z II c o m o m m m c E U g g c (q m 3 U U T 3 Q F— _ ! a co o U c > o o-C o 0 o 0 0 a- O m O O o o > o 0 � 0 (n E i II U U U Q O (n > F— J U J f- U IZ rZ J Z f- W 0 m = m Y U 0 1 Z I I O O O 0 v O O o o � N i i i 0 LU LU O a- Cl) O CO O a O (� W C O Q a rr Cl) T ' -1O '� L LU ~ o Y aLo 6 L T , a0 0 ' Lu LU LU CO T � Z N LU - O CO i O i O Tl Oj , O 20 ' a Oo _, o o � Cl) C) o O 0 i N i i i O O O O O O O O O O O O O O O O O O O O I-- (O Lf) V co N (HdW) paad$ o6ejoAV ------ --------------------------- N II CV Cl) (O V I� M I I N O II N U I I cc CO II W I I II M M (O N II M N LP U II O O O t O T II C) C) C:) (0 II > N II O O O O N T N N D II U C Co C W CO I I i N C II O O N II in O N 'O •V II , I I C 000LUQ m 11 CO COQ (nm > U 0 Q W U CO W Q 0 u u O u w a II o 0 o N u (0 N_ II W � II E aT 0) F— •„U—_ ?� O C II O (p (p O N M M O N M m CD I- N O V N (O 0)(0 O N N N jj O Lf) O Lf) (O I� 6 M , N O 6 V O O N O � O O O J F� 0 U E > N LO V LO LO V V V V V LO LO V LO LO Lo Lo V V V M V Lo Lo (O V cc II II II II II (n c II F— F— (n m CDII , u O -o a) u O N U II O -O C II O m II X N I I W 0 II _ II O co O co_ V Lo I� O O O O O O O O O co O (O (O V 00 00 (O V O LO C N II O M LO r- M LO N CO O V O r- N V ((0 CO V N O— a0 � O 000 N 00 m CO M NCO E m II O (M — LO m N N N N m I� (O � (o N O V N V — Lo m (O 6 M m Q -C -C aT II C:)W E E C 0 0 LO LO) LL O V O II CD M CO (O CD LO N CD0) LO CO N V M O LO O I- LO) LO Z , N II O O LO) N N � m OM M � CD CD m (O m N m O OM . . . . OM � M N O m U N c II O LO) (O N (0 m O M LO) M LO) N O (O O O M LO) O I� LO) N m N Z -O N E y II N N N N M LO LO (O I� O O G O O N T T II LL m m U 0 II N W N N I I 0 0 0 II aD (D o _0 N I I Ecc II o U II N W II O E II J II CD (.0N N V LO00 N (.0M 00 O O I- � LO) M O O LO) LO) M O Q O N O LO) LO) LO) V V V LO) LO) LO) CO O CO O — LO) CO LO) LO) E E II O N V (0 V M N N N V I� � O (O N LO) N (O N O O I� (O M M � O N II O O O O O O O O O O O O O O O O O O O O O O O O O O N N COII O O O O O O O O O O O O O O O O O O O O O O O O O O O N -0 I I I I (D ' U > II C) (0 m O � O I� O LO) m N C) C)m m (0 I� O) V N L N M QO M ' O •(0 � II CD CN CN CN CO CO CN CN CD LO — LO) V co N O C) Q C W W C O O N O O V O N Lf) m Lf) M O 00 co QO I� O O O � co I� -O C T O E E II O O O O N N N M M � Lo O O N N M M Lo O N N Z co m O V f— II O O O O O O O O O O O O O N N N C -O C:) I� (� II O O O O O O O O O O O O O O C) CD C) C) C) C) C) C) C) C) C) C) CO C 0 (V i II , U (n = N O X D m U O O II (D N N CO LO (.0 I� CO 0) C) IDN M I LO '— C II O CN N CN CN CN CN 31 co 0 W II N C m Q' , C I I m , C (n W 0 E II U Z Y N N II _ O O ii __ 0 f— O C II CO 0 0 UU ii Z Z m Z�? 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0 0 0 CO LL i II U U U Q O co J Z F— w cn m = m o Y U O i Z I I O O O 0 v ; O O o o � N ; ; ; 0 w w O a- O CO 0 0 o W � � � O Q W U) ' a T ' ' -1 O � L O W r o Y � O� L T o w LU a- T CO N w -' O CO c N O m T M ' ; OQ ' Li Cl) o O O LL O A i ; ; O O O O N ; ; ; O O O O O O O O O O O O O O O O O O O O I-- (O (f) V co N (HdW) paad$ o6ejoAV ------ --------------------------- N II CV N N V CO CO C NT LO V I I N O II N U I I Ca CO II W I I II � LO CV V C) 00 N c II N M O LP M N U N II C) C) CO C) CO QO .2 cc II O O O O O O NN II C) C) C) C) O C) II OO O O O O O O N T N CO II U o c W Co I I II i (D _ O N II N c R)O N .5 U II CO O U E U Q (0 II (n CO ♦- N N U Co W Q (n N II ♦— ♦— N Co CD u u u u II 0 Q cn m Lu CO W Q r') u u O u CO Q II + + + W O a) II C) C) C) Cc Fes— c a) a- u) am 0) V) u F— ;2 ?� O C II CO 00 00 00 00 I� CV CV O (0 N M (0 00 LO — O CV M I� _O(0 O O N N ID 0) LO 0) LO V V 00 0) O M IDW) ID r- O Co 0) LO QO ID (0 LO w F� 0 U E >0) cc (D II M LO LO LO V V V V V V LO LO V W) W) W) r r r V N V V M Lo V II II II II II ♦— CO II -i C) 0 u u O -O a) u O N U II O -O C II O (0 II X N I I W 0 II _ II O LO CV V CO (V CV 00 LO (0 CO LO V O LO V LO O O I� N LO V V N � N II O CN 0) LO � 0) LW) N CO O(M O O CO N V (O CO V N - CO � O CO N CO LM N < II O M Lo co N N N N co r-- O O N O V N V Loa0 (.0 (O M c0 Q _cJc aT II c)W E E (n 0 LO LO 0 @— O II C) (0 M N LO r-- O C) - C)M M O N I Lo O � M m N (O Z > (D II C) N N M N O M (O r-- N V O C) M Lo M V � M O Lo O M N O iT C II O — O - M N - O M - - - - O M - N Lf) V O Lf) (O N (0 m M LO M LO N O (O O O M LO O r-- LO N m N Z -0 N N �� N N N N M LO LO (0 I� r-- r-- O 00 G O O N > > I I LL (0 (0 U 0 II N W N N I I 0 0 0 II N (D o _0 Ncc I I E II o cc U II N W II O E II J II O 'cT I� O CO I� O N LO CV O CV CV V 00 CV I� O CV M N O CN M Q N O II O LP V V N O O M M LPN LPM LPLPM Lf) Co of C) E II O N M (0 V M M M N V I� � O � N — LO N LO N O QO CV V M ; 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LO 00 LO N LO N 00 N O Il- O CO I` 'It G O II O N CD CD 00 00 'ItN CD LO LO O I- N LO 00 I` co co uo LO LO LO N O N O U II O - m LO I'- m LO N co O V' O 00 N V; O 00 V; N - 00 I'- O 00 N m LO } E cc: II O - M - LO M N N N N M I- Ufl I` Ufl N m V' N V' - LO 00 Ufl (fl M 00 Q s s 0) II - O LU p E E m p I11 I LO LL O (n N II O N w uo m M LO W uo uo LO O w M LO CD CD N M CD 'Itz G v > O II O N N M O 'It CO I- N 'It O O M O Ufl 'ItN LO W 'It O LO CD M O Un-o 0 II O O LO M CO 00 O CO V, 00 M I` M V, O m t O O V, t co LO V; O LO Ufl N Ufl W M LO W LO N M CO M W M LO M I` LO N W N Z -0 N E N j j N N N N M V V LO LO U6 Il- I` I` M M M O O N LL c>u c>u j 0 i i vi w C: p p p u o CD m (D O II U II N WU II O O - II J II O M M V' O I- N M LO M M O M Ufl N N LO N N Q G O II O M LO LO N V; O V' M LO V' LO M V' LO N N LO V; V; N N M N — V; LU UY E II O M Ufl V' co N co N 4 I-- I` I` N LO N N N O co m LO N N to I I O O O O O O O O O O O O O O O O O O O M O O O II O O O O O O O O O O O O O O O O O O O O O O O O O O N _ II O O O O O O O O O O O O O O O O O O O O O O O O O O O N 'O N N -0 -1 s > II O LO O M N LO M rh 00 00 a1 O a1 00 M O a1 a1 M LO I� N V' o `' � � � II O M N � V; M M N LO V; N — LO O V' V' � M N O LO N V; — V; LO .� O o N Q d M O II O Ln I� M 00 V' I� O Lb M O N 6 N V' 6 N LO I� 00 M N I� 'O U O E E II O O O O N N N M M rP LO O O N N M V' V' LO N M V' N Z O co II O O O O O O O O O O O O O N N N N O N () ~ II O O O O O O O O O O O O O O O O O O O O O O O O O O M N II X (n S � , p N pmUALL o II w -O II N M V' LO U6 Il- CO M O N M V' LO O 00 a1 O N M V' LO '- N N N N N N S p W It II (OD) G m II m O o (n W z E j j U z Y p N II D O � O m O U) II Q p U U II z Z m Z�Z LO z F- O V V II (-O W U W W II 72 m N .� O m p p 0 m O � n N � Lu o II o cum` c cu sinz sm` Nm` a� � > a� � W W II m 0 0 E s U U N > p > = Q ~ ~ E 'o ii a>i > � .9-- � � U acui o`p o`p (D � > o = U m m of aD p H S O d l l Y N U tl) O m d = Y G = -0 N N G •V U) (n Q m Q � Un U II S .� U s rn a� a� o rn rn cu � cu c o -0 W i O m LLI } Q Z II 3 T U U 3 cu m d U E = cu c cu s cu a� cu m � Q II o a) o o c`u o a `o 0 0 0 o s rn o = U o cu > o I � O oUnLL I II UY � m = mUnw z � I� I� U � � U � � UnO ¢ UUUO I z O O O O O O W O LU N 0— CO W CO 0 i 0—' O O CD O 0 O Q ' o W N W 04 ' a =- ' M ' J 0 , W O o O > ' O L LU Q O o 00 d � M CO ' L i cu w 0 CO Z l N T 0 a' mO ' ; m � O , 0Q ' Z _ O o � LL o ; v ; ; O O O 0 ---' N ; i _ O O O O O O O O O O O C) O O O O O O O O I- (O LO 'It Cl) N (HdW) peadS a6eaaAV u O N II Cfl N Cfl _ II N rn O II rn U II (a U) II d II II LO LO Il- Il- LO m V' M II V' LO N — LO It V; O N ca II 0 0 0 0) O O O O N (D N I I V 0)0 I I O O O O O O O O O s U) II O II G > G O tl) T N II m i m N W II 0 o 2 N T II D .G (DU N N II O U) U) O O U) U)U U) W Q i 0 II U H H U U H U H I I � II II II II II O II N Q (n m > U II (n I LL'000) W Q * H II 0 II LL O II U) �O II t t t t t + + + LLI o 0 II O O O O O O O O 0- �p d(� II 1 H G 0) 0 1 II 1 0) II (n N II L •tt: 0) G -p II V, m CO M I- M V, O N W LO N N N N Il- UO — Il- M UO N m O LO � 0)(( o N > N jj M I� 00 M O w Ln I� O V' a1 a1 O O 0) I� Lo f� 0) N J •Q—. 0 (� E N N II CO M V' V' — N N V' V' LO CO LO M V' LO M V' V' LO LO LO LO V' LO Vt V' II II II II II U) ~ U) II H (n m O , II , J 0 H 0 U , II , I I � O II N U N I I W 0 II II O Cfl co N co uo m N I- V' I- V' N m co co M m I- O 't 00 Cfl I- co O II O m co V' V' uo uo N co 00 00 co N 00 O V' N V' m N I- I- I- m O M N O U II O CO N 00 O I'- 00 — N V; 00 O V; Cl 00 O V' O N N LO M I'- V; M LO } E N II O M CO CO 00 LO — V' N V' m N co I-- co I-- co N N N N co LO co 00 Q s O II O LU E E 0 m 0 II LO LL O V N II O co m V' LO O N m M O Ch co LO Ch I— co M M I— LO w m Z G v > (DII O m N I- I- 'It O W I- M N I- m M M CO M O W W W O iT N 0 II O 00 m 0 Il Cfl Il O � M O f� LO LO m O M LO 00 M N V; O M O C9 LO O N CD m M M C9 N m CD M Cfl m M Cfl O LO N Z -0 N N j j N N M It It It ItLO CD CD Il- Il- 00 m m m 0 0 C) N N LL c u>u c> j 0 i i vi w C: 0 0 0 u o -p II o o (D (D ii o o U F II N W U II O O E - II J II O m N N co N co uo I-- uo I-- I- m m O 00 It I- Cfl m M It LO 00 Q O II O O LO LO LO O rP — LO — M O O — M V' N LO M V' M rP LO LO M LO W E O II O M m m m 00 4 00 co LO O N I- 00 I-- LO N N N N 4 Cfl M > N 0) E II O 7 0 0 0 N O O O O 7 O O — O O O O O O O O O O O O V' O O ~ II O O O O O O O O O O O O O CD O O O O O O O O O O O O O O N , � II , N 0 (DII O > L T U II O m M O 00 m N 00 LO 00 LO V' M 'ItLo 'Itm N Lo M m Lo m O Il-C) O O O O L.. 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II ' co co V V M V V V V LO V LO LO V V V V V V W) V LO N M II II II II II (n ~ CO II JfF— DU u I I � 'O N II N 0 C I I N cc II (.0 x N I I W 0 II i i I I i i i I I i _ II O CV CO (V CO LO (0 00 00 LO 00 I- M M (O V O V (O LO O I� W) C O I I O 000 N 000 CO CO O � 000 - CN V 000 (.O V N CO O H CN O OM N LO 0) � LLLO 0 CO � N E r �� O M O O O L6 � -4 cV V 0 N (O I� (O � M N N N N M Lf) M CO Q -C t aT II O W E E (n 0 LO LO i 0 @— i II i O II CD M (O M (O N CD M M 0 CD (O N (O Lo 0 Lo O 0 O I� Z > O II 0 0 N LO 0 0 (O 0 M 0 m M N V 0 (O (O m M N 0 0 0 M O M O (O V O N (O m M M LO N 0 (O M (O M M (O O LO I� N -O N II N N M LO (0 (0 I� � O 0 0 0 0 0 0 — N N Z T T � N II LL ca ca U 0 II N W N N I I 0 0 0 II N 0 N I I N C II O O LO ox I I N x II O O W E II J II O Lo I� O co cT I� co I� O O � N O 0 O O O O V � 0 LO (O O Q C II O T LO T O LO N N V 7 V O N LO T O LO O LO O M LO LU N O E (D II CD LO LO 0 0 O O � N LO N M I� 0 � � V N N N M � (O V N I� ; N iT �_ II O N 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O N II O O O O O O O O O O O O O O O O O O O O O O O O O O M = ' -0 N ' CO ~ II O O O O O O O O O O O O CD O O O O O O O O O O O O O O ' N � II C U N I I O T c •> �� O LO (O M M (O O I� O � LO (O V M M N O O m V O Lo V 0 Lo O O LO LO M � O O O N V LO N N O M 7 N 7 N N N O W W C O II O Lf) O O O m Lo N Lo O N Lo M M O � O m N V I M O V (O O M -O O C >'O Lo E II O N E LpO � Lp O O N N M � Lp Lp O O O 7 7 7 N N M M N cn co 0 0 E II O CDO O N N N N N N N N N M M M M M M M M M M _0 ' E Lo ap ' U ~ ii O O O O O O O O O O O O O CD O O O O O O O O O cb Y a) Zo x � YUcnoo ii a) -O II '1- M N O 0 0 O � (D Lf) 'cT M N '— C II •0) N N N N N N m i W II m i a) U 0 W E Z Y II _ a) O O CO II __ 0 I Z ~ O II Z O 0 U U Z m Z Z LO CN co0 m z 0) m o __ a) � m � a) �_ W LLI �_ �_ O �� _C C -p "4 6 m CV m Z (n Co (0 C m (0 0 C m > W F— F— C II C J m > � >' (0 C (0 'C (0 0 (0 -C V _O N T J O 0 Q' I Q C O I I O U m U = O N = m m N U Q' t t U 'C C > N N O W F— 0 = O W I I (n C O N O E C Y W O O m N O .N U N U (0 (0 Y CO O m w Q cn U i i o � Cc(D cc m c m c� E cp m 3 (�i (Yi T 3 W i Q F— z ! u m 0 o c > a) o -+= 0 0 0 0 0 0. O m O O o 0 > O � O > 0 0 E i II U U U Q O (n > F— J U J F— U I� � J Z F— W (n m m mly- Y U 0 i Z I I O O O 0 v o o o o � N i i i 0 L_____ W LLB O 0- o CO 0 0 co oo W T W co ' d T Cl) O ' J H � L O W Lo o a) i � L a 0 w TLU -- - G� a- T CO 0 N cj Z _ w C O CO ON o m p � C) 00 CrIl T = o Cl) Cl) O i -- N i i i O O O O O O O O O O O O O O O O O O O O I� (O LO V Cl) N (HdW) pond$ o6ejoAV ------ --------------------------- O II M co (n O II co U I I (0 CO II N a- II M M -O C II C > CE ccI I M co O (n T (D O N II O O •U m C LU N D O O i N CO II N O N N II UiowQuaj m II II II II II (D (D II Q Qum > U Q W U CO W Q 0 II O II CO OLU I I + LU _ O N II O (0 (0 N II F— C N 0 II i O O.0 II (o II O C II LO I� 00 O ctf 0)(0 O O N N jj M a0 V M O J Q' D U ca (D II CO V N V co II II II II II COLL II (o m _jfF— DU iII II o 0 - o II N U I I C I I � (p II U N I I X II W 0 II I I II O Lo co Lo II O M — LO CV Q t t O II W � Q N In II LU E CO0 II Ln I I LL O V�` (D II O LO 00 0) V V _ O O U II O O LO M �— N C cc (0 N Z -O (D E II T T N II LL (0 (0 U 0 II LU Cc (D II N 0 0 0 II aD -O I I M M E (D N I I E I I M M N U II M M (o X F_ II O O N LU II O O ry I I I I J Cc J N II O O M O (0 O Q O N N II O O Lo V Lo N � NE N O N 6 M I� O LU E t QQ II O O M O O V > 0) O O O O O O O(D � CO N _0 i CO iI I � cc II 0 (D O O M M O O O O LO M N \C �(D I O N E O 'OQ N00 I- E N Z (n LO N II O O O O O 0 N Lo U ~ II O O O O O (c -0 O Lo X DY U LO LOii (D -O II �_ N COLO (O I� 00 0) CD O CD M V LO Q: C � II O N N N N N N 0 W II N C COQ' , C I I m , (n LUE II O Z o >Y ai u _0 O > O CO II _ 0 F— O (n II I 0 UU ii Z Z m ?�ZLO CN F= O 0) > � zmo � ? 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O W o 0 0 0 -o O (D >� c U rn O (m > O 0 � 0 (n LL i II U Y m = m CO W F— Z J IZ rZ U F— J U J F— > cn O Q U U U O i Z I I O O O O O O O ' O 0 W W � d CO ; ' O W O F-- O CO 0 ' � d ; M ' Q Ln ; a W ' 1` o W ; o a ' O ' v� ' ; J ' M ' W o ` O L W a ; O W o CO F— w Q CO Z ti 1 00 o T ; ; O ; o Z W , z ' ' W ' O 0 0 0 0 N O O O O O O O O O O O O CD O O O CD CD(o LO 'ITcoN (HdW) peadS a6eaaAV —————— ——————————————————————————— O II (V N O II N U I I Cc CO II N W I I -O N C II N T II O O C > C E (0 I I O W T N 0) N II O O = U > O 0 II O O i CO N w CO II N O N -0 N II U co W < (n LO m II 11 11 11 II N N II CO Qum > U Q w U CO w Q 0 II O II CO p I I O W O (ND I I w _ (0 (0 II F— C N w co II i aT O.O II (;5 II N O II (DCV (O (D0)(0 Cc O N > N (D Lo V (D V O (D II Lo co (.O co Lo II II II II II CO � F— (omCD II II LO LO -o a) 11 o -(OD U I I p O C II O � (p II U N I I X II w 0 II I I I I , II O O (O N O UII CN 11 O O 1� LO 0) N Cl) O O LO — CO — CV Q t t aT II W Q N N I I 0 E CO 0 11 LO I I LL Z V�` N II O LO (O I� I� C > (DII O N 0) O N V O iT c U II O 00 V M F— N c c II O O LO 1� CV Z -0 N E y 11 — CN CN > > I I LL (0 (0 U 0 II w N N I I N 0 0 0 11 aD _0 II � aD U II (0 X II O O N W II O O E ry I I I I J Cc J N q II O O � LO V I M Q N II O O LO LO LO O N E N 11 O O (O N M Lf) w E O II O 0 0 0 0 0 > Q. m E II O O O O O O O O Q- N II O O O O O O O _ U C COII II (0 O > > II E p O (O CO O p O O Q C -O Cc ¢ ¢ O II O O (O O M Lf) -O CO (n N - O E - 11 O . .. 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E E ) ; \ m „ 8 / 2 $ 2 k ; 7 % ƒ 1 0) C)C) \ k \ 2 ' > & _ / . ii \ \ \ \ \ \ m } £ m �� E \m CD m § g CDR g k / ' \ � � \ \ ; E Eii \ \ \ \ \ \ , % § o77 , U �� ; \ j / / \ \ . �� , D) ' .! � an # r (0w00MC) # r = w = oGRR \ 3 \ y / / 1 U, iiCIO) G jZ ' E z 2 o $ / ƒ ;; U g R / r / .. f � ^ ey�y2 I k= 2 �� _� _ �2 6 = � � 2 - . j \ / ± / / ; \ � .. / / 6 \ 2 \ .� 0 � � mm6 - �6 - G � 'm ± % ± .. „ _ - I = 2 2 a 2 ° = m = > E f E �� > 2 E = o E 2 # ± � m > _ _ ; . 3 > ± e E E ; - '§ ii 2 k f \ } = m e 3 2 2 2 = 2 5 » m f / E 2 3 ' 2 . 6 E § /_ e I : § E ii 2 ` = e m - m CO0 y = E m m = / r ±m i , ® I - m e .- o z = m m m = _ ' ® U LU) » $ / . ii4 : \ Se4 % $ eEE/ / SEE % 2k = § 3 % g § 2 ± : / . 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O w � co H � ' w p N CO Z l O T O O M °D mO ' 2 ' � Q Op O o � � o Z ~ O O O v O O O N O O O O O O O O O O O O O O O O O O O O I- co LO 'It co N (HdW) peadS a6eaaAV —————— ------------------------ u � o u u O U I I (0 U) II v II II LO LO M M O O >, N II CD CD U C W N 0 II O O L m N U) II in O O 2) II , N LDU O U E U Uc) LU < U) m ii p Qcn > II u u u 11 (D w II U II m > U C) All I WUcnWQ * H II r I I I I O II (n QO I I } ' W O O II O d � N I I I ~ N U) II� .0 ' II E , II C II O .- I-- O O O 4= 0) (6 O E > N j j CDN I-_ (O 0) U a) II Lo -t (O .- -t II II II II II U) ~ U) II ' H (n m U' of H D U u u O O N v II O X I I II O O -t -t (M O O II OE) U I I OO O � 't O 7 M } E (QO II O O LO .- (M — N ' Q 4 II W E E U) o II I LO LO II LL p \J N II O > U II OO .N- o) -tM -t N Q 5 m II O O Ln I-� N z N E4j) II .- N N W II O II O Z3 E o Z3 N E II O 0) c X ~ II O N W II O E � I I C _ II O O LO O Ln N O O O N O O W O N E N j j O O (O N co co (O > N Q- p� E II O O O O O O O C Q- N II O O O O O O O = C U) , U) II O O O O O O O N 0 O II O v m > II O O LO � 00 LO O Q � � � m II O O N M O 2 >= Q Q 2 N II O O (O m (O -O I� N E E II O O O O N Ln ~ II O O O O O O m � M Ln X U) 2 N C LO qt CO N O O M � (O LO � M N �- O O M � (O LO � CO II �N N N N N N — m W e II m Z3 O O z w E ii U z p 5Y II U II H O) 0 z 0 U U , II z Z z m Z Z LO 0 z0 p` z� � mz� v, U (n U W W II O 1 0 - CO 0 o .Q m N OWw � w � � o ii c � � Q) - � ooNc`o �0 Zcn� m moo m0 cm � E Q ~ ~ � .o ii of coCO m > W m � mm W a)-C U � � > �-j W W 0 U) U II (n LO ,v N N c Y O N N m O � U U m = Y QU) Q � II a O _2 m v) o v). 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II CO LO (.0Lf) II II II II II (n C II �— F— cn co , II , u O -6 o II O N U II O -O II O cc II U N I I X I I W 0 II II O (V CO (V O I� I I (DV II O — 0) LO � co E C) - Cl) — LO CV Q -C aT II 0 E E , C 11 II , LO LO LL Z V�` (DII C) CN LO I� I� C > O II O CN CO CN O n iT U II (D CD LO M �— (DC cc O 6 (O N Z -O N II LL (0 (0 U II W 0aD (D a vi -p I I O E _0 (D ii C) E u U I I C:) cc C X II O C W I I ry J C II O O O N (O Lco o Q (D (DV Lf)C II O O O ()� O CV V CV LO N E E II O O O O O ; N Q. iT F— II O O O O O O O Q- ((D II O O O O O O O C 'O N CO , II , (D C � N T U > OO C) C) CNLO O C (0 a- a- cc (DII CN (0 ,0 Z = NO C) E E �� O O O O CO (0 co ~ co y O CN II U � YUlioo ii (D C N M V LO (O I� O O CDN M Lf) (O I� O O C) CV CO LO '— C II aT CN N CN CN CN CN 31 0 W I I N C CO Q' , C I I m , C (n W E II U Z Y N II _ (D O O II CO 0 F— O C II CO 0 UU ii Z Z m Z � ? 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II N (O V Lo II II II II II CO F— F— (n Co CDII , J fy_ 00 u II (y N -0 N 11 V N U II O O O II O O (p II U N I I X I I W 0 II II O O CO (.0 CO Co I I U II O O � LO CO CO II O O LO CO CV Q -C aTCa II 0 E E CO I11 I , LO LO LL Z N II O (O O Lo a0 0)V > _ O aU 11 O a00 V V F— N C 2 II O O LO 1� CV Z -0 N E y 11 — CN CN LL (0 (0 U II W 0aD (D a vi aD _0 II LO Lo E _0 (D E II o o U II N X I I O O (0 W II O O E ry , II I I J II O O 1N CoM (O O Q N C II Cc) O N V LO N N O O (O M M Lb N E � II O 0 0 0 0 0 .. > N Q E ii O O O O O O O O O O O O O O O O = CO f— � N (n , II , N C C N I I -° -C •� II O O � CD Co 0) 0 > i O O N O N I I CO O � 2 O O E j j O O _(D E °C) O— - - CO V O II ID O O O O O cc ccO N , U ~ II O O O O O O ' U (b _ N � mUlioo ii N '° II Lf) V M N O O O O Lf) M N O O O � (O LO 'CTM N '— C II •�N N N N N N 0 W I I N C Q' Co , 11 m , C >- (DU 0 W E Z Y II _ N O O CO II 0 I CO Z ~ U II Z 1 0E- ii Zm °° mim m Z LO 0O _ z a' Co U Co � a, CN�_ w (YiLi � � a ii -0 c � -o � -2 � mmm E co m cm Lo0mm E W F— F— F— C II C J Co > >' (0 C (0 it 'C (0 0 (0 -C V _O N T J iT H 0 f— _ ° II (n .-T� U CO -O c Y = m m m Q' N t U U CC (>0 N Q (n O W Q' LO N N N N O U Y Q' O Co W < Q Z U i i � 0) m (D m io c m c� E ° c�a E (p m 3 (`°i (Yi T 3 W i Q F— _ ! u m 0 U c > a� -° o 0 0 0 0 0. 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� > Cl) o , � L , LU ' > O Y Qi C) L M , H ti p w O ' 0 w w Z T CO C14I o O 4m o w 00 CO T ' = M , � O ; , a O O o cl) o , T 1 L � Cl) ' O , O O V O O O (V O O O O O O O O O O O O O O O O O O O O I� (O (f) V co N (HdW) paad$ o6ejoAV APPENDIX C t ,s : ; r 2021 Traffic Volume Summary Co V W N V W O w r- 't M W O N N m M W N W I� m O u7 I� N V W O L(') N V W I� V Ln W O W CO M W M O M m V I- m M 0 I- r M W W O m M p (n W M M N M V N M V W I- W r r r W W L(') M M W m W T W I- t6 C O m V W M M M V o r- 0) O Co W r- O N m L a 0 0 Z m W M N V W N V W I- W W W W W L(') L(') V V M N m N m W Im V O W V M Wm M N W W O N O C° m M M W I� I'- M W N Im N M N W O V W m WC, N r m 1 r � � � � � v W m I-- Ln V M V V N 0 � Cm0 V N W M O N N O N M m W O I� � m 6(') O M L(') N m N V V V N m I- L(') W V O p T (n W W m m I- r r r W L(') V N W t6 m U) m O N W m O O M W N 0V V O I- W W N L(') 0 0 I� O Z m V M M Ln W m W W W W W W V V M O m �p V W 4 m V m W m M W O W M m W Wm I- m m M M M W W m M It M M W O O L(') N CWp COO Cr0 N O M W W W W W I� W M O m CoO V N N N N O N_ T t6 m Z O m 0 W O W W O I- W C° C° 't N m m O W N M m O M W W M r V �_ -t O m N W W W N CEO m - m W W V N M O p N N N W M M m M W M O N t6 O L M m m W W V W V N m N m W W M O N M Z I� . r M W m N M M V I- N r Ln V W O W m O M W W W W W L(') W L(') I� Lo m W V W N W V W V W W W ClO V ON M O N N N O m W W M I- W m W m W V m N W V N W W O W O W M m I� O V U M r V M I- N W L(') N W N M (n V N N V Ln Cp I- r W W m m m W W I- L(') M M N O O N C >N m m W M M NL(') W N Z V M N M L(') m W W 't m Lc� M m m Lc� W W V W L(') N N V Ln I� W W N r r m m W O Ln O O N m W W O U V W to W L(') N I� W I� M O N m M O C° C° M N (gyp O N V W I� W W W W Lr M i r M r W N N N N N LL m M m O O L(') N W M I� m W 0 0 6(') W I� W V W O V V M W V J O (n V M V V I� r V M V V W V W W W M O L(') W O CO V W T C° C° r W m W m m m W I- L(') M N N Z Z O m U Z I- L(') V N V Ln r W I� r W W m W W 6(') V M N W Z m C LL G = m V W N N m M O�(q r O( W N m Q C O - - N O N N � N m m m Qrj r U Z M I- m m W m O O M N M V V 6(') I- N M W M _ LL m 0 W •• o (n V N N M W M L(') W W W m W m W W W I� V M N r O W m W mN 0 O 0 0 0 m Q1 T O Oj O N N N N 0 ° :n CC W m O N O W W N W W W W m M V 6(') 0 0 I- WO O LL W O W ° LL Y S F- oo -o QQQQQQQQQQQOdda- a- a- ddd �QQ ° x< < N U W CL a: N M V Ln W I� W m N N M V 6 W I� W m 0 Q Q N t6 m m t6 t6 O _ N m Q m m m m N m r N N o > > � � zNa � o T N t. 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MONROE COUNTY, FLORIDA US 1 -TUESDAY TO KEY WEST TO MARATHON 23,571 23,142 22,573 22,158 18,296 16,711 w Q J LL Q > p O Q O 0' F > 0' p m J Z J y 2 7 p O zQ z w w y m a V m LL p x O O O IL LL F=- Y O O O z ~a ~ z O z y tea' y O z 2021 EXHIBIT ACOM TRAVEL TIME DELAY STUDY TWO-WAY DAILY VOLUMES 6) MONROE COUNTY, FLORIDA US 1 -WEDNESDAY TO KEY WEST TO MARATHON 23,491 23,106 22,607 22,003 18,757 17,459 w Q J LL Q > p O Q O 0' F > 0' p m J Z J y 2 7 p O zQ z w w y m a V m LL p x O O O IL LL F=- Y O O O z ~a ~ z O z y tea' y O z C yM 2021 EXHIBIT V rd7��` Vn � �f��` TRAVEL TIME DELAY STUDY TWO-WAY DAILY VOLUMES � . ����'� MONROE COUNTY, FLORIDA US 1 -THURSDAY TO KEY WEST TO MARATHON 23,144 23,356 22,560 21,591 18,627 17,223 w Q J LL Q > p O Q O 0' F > 0' p m J Z J y 2 7 p O zQ z w w y m a V m LL p x O O O IL LL F=- Y O O O z ~a ~ z O z y tea' y O z 2021 EXHIBIT C-5 II��.�..�.RCOM � �f��` TRAVEL TIME DELAY STUDY TWO-WAY DAILY VOLUMES � . ����'� MONROE COUNTY, FLORIDA US 1 -FRIDAY TO KEY WEST TO MARATHON 21,888 21,833 21,962 21,092 17,678 16,449 w Q J LL Q > p O Q O 0' F > 0' p m J Z J y 2 7 p O zQ z w w y m a V m LL p x O O O IL LL F=- Y O O O z ~a ~ z O z y tea' y O z COM 2021 EXHIBIT 1�'A'il:�� � ���� TRAVEL TIME DELAY STUDY TWO-WAY DAILY VOLUMES �`�'� MONROE COUNTY, FLORIDA US 1 -SATURDAY TO KEY WEST TO MARATHON 18,175 18,480 18,426 17,732 15,496 14,428 w Q J LL Q > p O Q O 0' F > 0' p m J Z J y 2 7 p O zQ z w w y m a V m LL p x O O O IL LL F=- Y O O O z ~a ~ z O z y tea' y O z 2021 EXHIBIT TRAVEL TIME DELAY STUDY TWO-WAY DAILY VOLUMES �` MONROE COUNTY, FLORIDA US 1 -SUNDAY APPENDIX D t ,s : Historical Count Data Rx : r JAECOM N C) 1� m m C:? — 6 6 6 6 O I? r I? 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N o lee 4) m m I N m N 0 I m c2 1 lw 2 N W m iz �2 1. m N w m m �2 0 m w I N w w N 0 1 N I m 0 m 0 m I, N 0 �2 N w Q Q �2 N N �2 w N (6 w m m coco co �2 C) N1� 00 C) 7 7 7 7 0 L) R m E VN w ww E w. 1 V2 N- 2 W r 10 w E p �2 0 0, c m c N 0 g L 0 -m C5 (6 u m m m 0 0 2 m t � . g g g g g g g CL V2 �2 m c6 (6 rL F— F- 0 z 0 . . . co co Lo — ——— ——— ——— 0 0 F— m W W LO cD W F— F- - ——— ——— ——— Cl) LO W (0 M a a c? c� L? c� c? 7 7 N m m — ——— ——— ——— W m m m co �2 (2 N cDc0 cD N N C5 c6 > > > > > > >0 Q < 0 > ❑ > > ❑ > > ❑ > > > > > > LL I z lo APPENDIX E 2021 Travel Speed Summary Data and Statistics A P P E N D x AECOM f0 N 0) 1N v v v v v v v v v v v v v v v v v v v v v v v v v v v M V M a N '6PO ry in m co co v in in in in co in co in ry in ry in m in co co co co co in co in M fN0 N SS J o � O M y in in in v v v v v in in M M M ry in in in in in in in in M M M M 1! N Os Pjo mM ejy v v in v M y M y v v v v v M v v in v v v v v v v M y v v N M a� P! o C� Lq GO�� v in v in v in v v v in M in v v v v in v in v v in v in M y in v N M 4 P'0' M y v v ry v ry M ry M ry ry M M v v v v M ry M ry M� M V r p w�u 4� o ry ry v v v M v v ry M M M v ry M ry M y v v v ry v ry M ry MqTW 7 0m m m m m m m m m m 1N O °iqP ry ry v M v M v ry ry M M M v M M M M y M M M M M ry ry M v m �u v v v M in v v v v v v in v M M y M y in v M y M y v v v N W �P+> 0 1N 10 fV in v in in in in v v v v v v v v v v v in v in v v v v v v ry v N N 6G 00a r' o in v in in v in v v v v in in in v in in v in v v v v v in in in v v N V *J, p m N N O f0 7, in v in in in in v in in v in in in v co in in in in in v v in in in co v v f0 V SS P�J o M LO N 0 ab, Ps4 o N °° W v v v M M M M M v v M y v v v v M y M M M M v M M M M y 10 Cl) W V M d a'!y CO Pp l o CO M J �o co�n �n co �n v �n�n v�n �n�n �n�n �n�n �n co �n co v�n �n�n �n v �n�n C11 Cl) W '/0 > Poo -: m v co co(Ii N V 'o 0 10 OR N O) 00 N qy aM aM aN aM MM as as as aM aM aM as aM as V N p0 v in v in v v v v in v v in v in v v v in v in v v v v v v in v N V GP coco M /aw v v�n v v v v v v v v M. v v v v M y v v N M was o Lq M a° fp yPO� v v v v v v v v v in v in v v v in v in v v in v v v in in v v N Cl) Ps 1N V pp Ps o O m r 'aOO v Js o co O °° PJ/qJ in v v v v in in v v v v in in v v v v v v v v M v v v v v v N M P° °0 o N M p`P'S' co in in co in co co co in co in co in co in co in in co in in in co in co in co in fN0 N *00 1s o N M co M y ry ry M y M M M M v ry M in v M v v v v m v v v v v ry N N cb M OO MO TO OO OO OOO DOO D O O 12 0 0 0�o O O O O O Q- Q Tr L Y N C... -�O Z O O p "�Z O N O p O p O p O p 'O O p "�O Z O "0 0 0 N O p 0 0 -gyp 0 0 0 0 VI fD O Z U) m �Z U) j Z U) LL Z U) .�z U) �Z U) 0 fn N Z U) C Z(n `Z fD c Z U) .�Z U) L N F j F U) � F j F LL U) O 2 J J j N M z O O aGo AP o n v a> N Go n 0> .4 Q Q Q Q Q Q o n W) W M O O to le — to z z z z z z C-4 to to <o N to to o S a SOy J o Go O le N Q O � O ^ n <o cooO N U U W co N 06 N le leO N M z N 6 le �o <o O O O> M G O> co co �d�4ya N le le to co le leQ Q Q M a> 7 N� o M Go O> Go N <o Go N le le to Cl) toco leM Q Q Q M a> to le Cl) a> 0 0 U m w Td N co coO len M co N M N /A 4 % N co coO co Go M coGo coz 0 0 W a 7 o ao M n O N Cl) G Q W W LL N a/4N� co coO le N co co le z l P at o N m m O M O hJ v m M a0 I.. Q Q U a1N n N le z <D N N to Cl) Q O Q to N U U O Go N G to N N le z O 4 o>o a> ao v, c> Q a> O Q> M n O h M U U O Go O tole z le 1 J hO o n N W) N G Q 6 N M co W) <o M U m U O n TS W M <o z N S N Co M h O M N O O Q 4 N n N O N U U U O0 M 0 0y1 &0 0 � � d6A �/L o <o <o O N aoLU h N Q O <o W '~0 M M Cl) N Cl) Cl) a Go lez Q Q Q N a U) `OA o <o N Q O M J 40y N to to m v to to z m m U M LV -% % > o to Go co � O> W co <o a4� to W N W) O z Qcli Q m O H d6 0 � o O to Go Go a m Go co C N O O y N Cl) M W N Jyo o to Go Q> n <o M G Q Cl) AO M Z Q Q Q O� 00 +Ij A4 N�o le N to O co W) O G Q O oo <o <o M <o n Q Q m O dl4 le M to co le z le to �hS o Go N to N O <o G Q <o 0wi M M lele to z m Q m wi o� hJ M 0> n n Q Q n o /6,i M °6 yJ °S c> ao to <o Cl) N <o Q Go n Gh4a r M n W) m Q Q Q M /AA O h <o O Q Cl)/yaoJ n n M Cl) z m m m v s O W O 00 co U� M M Q 00 <o v v co n M v le co Z m Q m le �J W) N M co U Itn Q N n 4P/s `„ m n co to co to z Q Q Q a> /3 N Jto rS M O N M N to Q O O O W � cli M Q a � IL w w a u a a J Z aai a=i a0i a0i Q a e W G W H = w a a a V Q o co °�' `° a h h U a o h O J O 0 a J a a y0 a w x -i a '^ o 0 Cl) o o cq � U? o c1r) O O N I� O O C7 O C7 O M a) z s� � � � � L � LOLO LOLO Lf) M M 4� g0�'bb Q �S 00 � N � � Nti tiO N 00 0 ce) Uc (D C4 ri Lo v: o c1r) ce O of ryo � LO LO LO LO LO LO oLO LO LO t0 z J6 W � c9 0 (P ao (Drn tD 1` oz ai � � 0 (D � � � 0) ace) a) � W J N CID C7 N I N IT, N J o0 C .b 0 o INN rn c? O Lqrn v: 00 ti �I 00 O 0) 0) 0 0) N 00 O C7 N M 00 li ��S CV O LO LO O LO O LO O CO O CO M 00 o U? N o Un o rn cq cq (C) OR N c1r) IT c1r) mace) 00ti oti 04ti 1` M Q C7 C7 C7 N N co IT co N r F- Q 0 0 W W ^ N N CL � N N •A 70 70 T- 70 00 -0 70 00 70 7 N 70 7 N 70 70 v/ c1r) C: C6 E � c C C C 0) C: c 0) C: c J O Z) O Z) C6 Z) Z) C6 Z) 5 Z) Z Z) Z)O O O 0 0 0 O O >N -0 -0 > -0 -007 -0 -0 007 -0W � � B B � o (N z O N O z 0Uz ( � ( �z z � G� 0 70 r � N N � � N 2 J : ) Go q q q co � q a q o o n � � co ( m m uto 2 \ # - - - - ® $ _ q CR to W� a 2 - G % ® S q m S Q k LU % h h Cl) « o o � 'S$ ® � ■ K ® ■ % $ 2 ¥ _ a R 7 2 � co % W) co co _ _ co � G � %0 ~ + _ � _ h 5 a o Go « m R k § ® R m le m m § R « o V) LU a & - ) m < | c w w . _ 2 ! ) IL - ; I � � ) � / \ \ / 7 / � ~ > co (aR R ° § 04 j APPENDIX F t ,s : ; r Comparisons of Historical Travel Speed Data �OCOM O CL ' U (D Q i U) i ' U U) o L W '--- > Q W (D a O U) , J ' a z ' O H 00 Ur' W L Q N L O Z CV O z ' z ---- a LO o ,- W U O ' Cl) O ; N i i O CEO CEO M �M N (HdW) paadS ueipaW Ml I ME, 4. IN "M m IM g MME O N O O O N O r V^J rn 0 Q W '^ a0 vJ W^ 0 ��/I../—� W � VJ 0) J W > 0 Q M J M Q Z O MENEM Ln Y U w NCD MENEM ca N v 1 ZM O M z M U— O N N W LO Z M N L.L � N r1 V) D rn Ln rt O O O O O O O O O O O O O O O . o LO o LO o LOt o o o Ln o o Ln Ln V' V' M M N N L (HdW) paad$ o6ejoAV ww.o Ewa 4 e ow.....¢¢¢¢¢¢ %IN mmmmmvvvmvvvvm mmvmvvvvvvvvvv vvvvv�vv����v� _____��__ �__� �e LL e3 0 � ���00000���oo F - vv�vvvvv���vv� vvvvvvvv���v�� � -------------- rvvvvmvvvvvv �� � � W - Q Q 000moommomomm rrrv � mmomr m 0 -------------- vvvv�vvmvvvvmv m�mm � o_ w we �e h� mmmmmmmmmmmmmm mmmmmmmmmmmmmm vvvvvu�vvvvvvvv mmrrmrmrmmmm_r ¢¢¢¢¢¢¢¢¢¢¢¢¢ ______________ ¢¢mmmmm¢mm¢¢m ------------u� �n�n u�v u�u�u��n v v�n�n u�v o 0 aae vvmmmmmmmmmmmm vvmmvmmmmmmmmm vu�v vu�vvvvvu�vvv r���rr�m� rr ¢mc)c)m cJ CJ CJ CJ o[J[JO mu�ro r—r r LL Z a4� vvvvvvvvvvvvvv vvvvvvvvvvvvvv u�u�u�u�u�u�u�u�u�u�u�u�u��n vvvmmmvmvnnnmv ¢¢¢¢¢¢¢¢¢¢¢¢¢ mrrrr----- -- V ��d vvvvvvvvvvvvvv vvvvvvvvvvvvvv �������������� mmrvmvvvvmvmmm � ¢¢m¢mmmm¢¢¢m¢ rn���u�u�u�vrrr r Q4� 4n mmmmmmmmmmmmm °9a EE ¢¢¢¢¢[J m[JOO[J[JO ' vvvvvvvvvvvvvv vvvvvvvvvvvvvv u�u�u�u�u�u�u��n u�u�u�u�u�u� vvvvvvvvrmmvmv � ----- 4agQ m[J m[JUmm[J[JU UUU S S E E E E E E 2 S E S S E v v v v v v v m v v v v m r voae mmmmmc)c)OO[J[J[JO Qam c-i c�rrrrr rrrrrr mc�i c�rrrrrrrrrrr - c�rrrrrrrrrrr �°�c�i c�rrrrrrrrrrr rrrrrrrrrrr-- rrrrrrrrrrr QQQQQQQQQQQQ QQQQQQQQQQQQ QQQQQQ�Q��QQ Q�QQmQQQQQQQ � UUUUUUUUUUU zzzzzzzzzzz zzzzzzzzzzzzz @'`gym � xxxxxxxmxxx xxxxxxxxxxx QQQQQQQQQQQQ QQQQQQQQQQQQ ����������n� ��QQQQmQQQ `R"h° mmmUmmmUUUm xxmmmmmUUUU b'1h mmmmmm:�mv.�vv vvmmmmmvvvvv u�u�v u�u�v u�vvvvv �«« «<�mN orb u�u�vmvyo oN LL LL C11 _ _ vu�u�u�u�u�n u� nu�v u�u�u�u�u�u�u�u�u�u�u�u� u�u�u�u�n u�u�u�u�u�n u� v+�vvvvvvvvvv ODUUOODUUOU o W mmmmmom0000 Q QQQQQQQem... omm0000moom 0 o000000000m Q �� mmmmmmam gem mmmmmmemmmem Q�QQQQQSS3Q ��mm�mmmm aaaaaaaaaaa «««««« LL J �e0h. 0 4 2 Zmmmmmm�m �mm mmmmmmmmmmmm QQQQQQQQQQQQ � ���«� � �� oomommooLm N QaSeQeeQeeQee QQQQQQQQQQQQ ������������ m �mmmee��e � xxxxxxxxbxx ������������o a O " xxxxxxxxxxx U QQQQQQQQ QQQ QQQQQQQQQQQQ ����������n� Q mmmemememe � ��....... . QQQQQQQQSQQQ QQQQQQQQQQ�So Q���QQ���QQ� Q�mmmmemmemm mmmmmmmmbmm eneeQeeQe�eeo ......... 0000momm000 ---n� -� kd 4J@e xxxxxxxxxxx c�Q$ 4 x m m m U m m m n x x U U ----<<<<<<< U`U U o U ~ U APPENDIX G 2021 Level of Service and Reserve Capacity A P P E N D x AECOM W rn w _ h W m ; w N w T M * W M M w N T N M w w M N 7 Q I.- M I* w M M O T N O w W W o w h M W N J M O M O T (G W N Ih (O N N " N W W N w M 00 0 f0 h M N N (O M O M N M 00 00 W X 0 U O U OJ N * (O M_ w O M M _ LID M 00 0 M T T W 00 T 00 O ,EL h h N O N T (O 00 O W 00 M f0 N W O Oct T W T h O W W W M W a 5 W w J O M h (O M N M M W (O N w N W N N N M Q W o m M W N w W (n W W E to T W O N O W co 00 (O O M h T N M 00T 7 a I.- (O T M W (O I* 0o 0o f0 T I'. O O M M N M O N 00 W Q J N N M h O O N 00 W T I,. N CO N (G N W M a) T _ N z U 0 M f0 0 M N N N Ih M N M N N a � Q � U WW Q I.- co M co O M - T M Ih O N - N N O 00 a) N W li cn 0L E °2 T w v !g h W 6 6 6 6 M N O 6 N T T N O Ww In co WN w cn Q J o a a m m a a m a a a a m a 0 0 0 0 a W o ul< a 0 C) Q Q w W t O T W W 00 T 7 W 00 Ih 00 N f0 N T N (O M M Ih O 7 U7 W a w Q- O T I.- M w I.- M T Lj w w w N I* M T w w W T T W T w 0L E -* W * W W W M W W M M M U � Fcn Q W cn W Q O N 00 0 0 0 0 W 0 0 O o 0 0 o 0 0 0 0 0 0 (� 7 0 F E N O M o o o O V I� N 00 006 00 O O O N 0 U7 (O LL Q N lf') V V M 'IT 'IT 'IT M It ItN ItLO It It It It It M M M V l O O Q V J J W 0 0 z a Q Q Q Q 00 Q Q Q Q 0 Q Q Q Q Q Q Q Q Q 0 g > Q LL 2 E z z z z 0 z z z z ui z z z N z z z z z z ui m 0 z W cn J � r Q N Q 7 I- (M (O O O O O O O V V U7 (O O V U7 O O O O N O V O W > E0 It v v v v v v t LO � v LO Lo LO � v v v v v v in N cn Q 0 F w s v � in in LO in in in Q LO Q in o LO to a in in Q Q Lr) � in in in in o Q v Q 0 o o 0 0 0 v Q in Q 0 E o v v v "t � v v v v Q v U')i v `) in in v v v M � v v M V V F w o 0 0 0 J 0L O O W LL J J J J J J J J J J J J J J J J J J J J J J J J J J V V N N N N N N N N N V N N V N N N N N N N N V V N 2 F A (� 0 Lo co 0 Lo N co V o co M V I- 0 0 N 0 00 0 00 N co z (M U7 (M N N N N cM I_: (O I_: (O N 0 V N V U7 00 (O (O o w J (p O I� O O V V lf') In C? N p p �j o o' p 0 lf') O O U7 O C O O O O N M O o C'iO O N LO t 00 0 U7 � t (O L6 'C3 o N U7 r-LO 0) ItO (0 � s N 0 00 O F C U ."- C Z. o N N C -p V 6 O E E 00 o W Z N t Q Q N N •' o C lf� O (`") D Q U O N O1 0 Y m U o m o E s a m o w Y rn m m o - o J co m w o rn m m m s m o g m m o 0 N m m ° > fn 0 m m 0 cn U cn Q H co co (7 J J a Y U O N CO V lf') W 00 0 O N M V U7 (O r- 00 0 0 N M V N N N N N zO U y v o R J ~ N v a Cl)c o o R L O () O Q O ti v O O ON i� �t '^ 0 � ' oo O r CaIMRy03 VI Q O I� ti C Ufn y C TRa W W y M R L O e m E C 0" rn?'a R N O M G)LN M I R E MO m w of a ns0„N N C > QQ Q R N R n. W N R O J Q y R~ > N C LLU — W W N •F R.17 �s i 0 M M Ln CO a O -M U O 7 C. O N uy O -a a"= E R J ' tD N I� w i Q•U V 0 .= l(y ss0+ NMa M Ew a RD0.90 yv C E.O.. Mwa as N N MaU R(n G) LLcliR N O CL 0--i Z > 0 UJ 2 ; uLa.O yQ a, R M> M O) C. 00 � r O! ~ i LL u) d E O 4 R O Q -M ui u) = v r M O OLN o O G)ss+ U. s0 L+ L N.a Y Q E Cl) N �/ O VI O m Q 0 m Z r R rnC.E%.c 3 J CL C O M a L E,_ T Q i s0+ i 0 7 a M z J R V a 0 7 '0, •N ui N E M tov u1 w ='oo R-a om Lavc o' a6 Z Q Ys E a 0 a- R r O)i M M a 2 (A (n W c. O (O o0 r R a c N c R 0 O F E N W a W a J N �n v v 7 CL aMi' rn- E aM � n. O)TaN s0+ay coi o v v ` o c c- n. Q oY30r—='— 0 z Q 0 0 0 Q o o-;,.2� N a v Cl) OLL 0 E z z z z L� -y IL ._. Q a �_ N v �U.y R o o= _a17 rr R (n y R y M s+ y d 7 UVanaw/. Cl) ID UmrOJ O U W a O 6 6 M y i NL v LO v LO M 0-0 a j % s O o- o0, --a T N cm RRyv3 W R OLO LO LO OQc W a lff LOLO LO E ayOy E 0 M(n ` O EM .0 '07L O V Cl) C OIw O y L L y w w o O E Cl) •7 .0 w M O O VI O'R M am Ct > LL F W MR NL0-j is s0+= O- � OY M J d 3 M R J a G) M G) U ~ 0 0 O Q N > .2 R C R Y O a U. J J J a.0 si+sL+ y U y) V V N N a O W 0uLCLiQE~ c0a U i M R M G) C M Mo 0 = y 0 M C / Z O 3.2 y Q R O O E CO L60 uj E M iR w i j o M 2 W J irU> >QV7N's+ O a a O N R y.-r Cl) v �.rss0 ua" O U. ERMVYd(n vu O O y > O Lr) N Q i y Q aI J L�..i O LriJ ' W lff 2 d a N C a R LL O Y W` O ~a N rn"L > L R / LO R C E R a a O U Q -O U N R N O 0 7 G)Q R s+ W F C R O O_N aiiia O-O U E Q QL M N J W N s Q s 0 7*'Oc.E vE r O N Q V M O)J'R a s 0 N 0 R U a a46s 0 R E y o rnP C W O 01 N (n i H 7 L i N N u) m m u) N CO V APPENDIX H t ,s : Summary of Delay Events 111AECOM ffi � 2 2 $ � 3 fi 8 0 — ya V1 5 � R vT° o 0 0 0 0 0 0 0 0 0 o � 2 � 3 _ g Sa r r � 2 � Sa r Sa � r N 3 0 3 Z. N 3 0 0 U 3 o ZW 3 ZW lw ZW ZW wz wm 3 J 3 o m a 3 m m m Q 3 m o 0 F 3 0 0 o m m 3 0 0 0 0 0 0 0 0 0 0 0 o D o m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o ry o o m o 0 0 0 0 0 0 0 0 o ry o o m SUMMARY OF DELAY EVENTS 2021 TTDS Delay Source Segment Segment Limits Number of Total Mean Delay Mean Delay Number From To Length Events Delay Per Event Per Trip (miles) Traffic Signal 1 Cow Key Bridge(N)-MM 4.0 Key Haven Blvd-MM 5.0 1.1 13 000703 000033 000015 5 Harris Channel Bridge(N)-MM 16.5 Bow Channel Bridge(N)-MM 20.5 3.9 2 000026 000013 000001 10 N Pine Channel Br(N)-MM 29.5 Long Beach Dr-MM 33.0 3.4 7 000406 000035 000009 13 7-Mile Bridge(N)-MM 47.0 Coco Plum Drive-MM 54.0 7.3 37 001521 000025 000033 14 Cocoa Plum Dr-MM 54.0 Toms Harbor Ch Br(S)-MM 60.5 6.4 3 000033 000011 000001 21 Snake Creek Br(N)-MM 86.0 Ocean Blvd-MM 91.5 5.8 18 000745 000026 000017 22 Ocean Blvd-MM 91.5 Atlantic Blvd-MM 99.5 8.0 17 001221 000044 000026 23 Atlantic Blvd-MM 99.5 C-905(Flashing Light)-MM 106.0 6.8 27 001233 000028 000027 Subtotal 124 01:00:08 00:00:29 000209 Congestion 1 Cow Key Bridge(N)-MM 4.0 Key Haven Blvd-MM 5.0 1.1 1 000049 000049 000002 10 N Pine Channel Br(N)-MM 29.5 Long Beach Dr-MM 33.0 3.4 3 000041 000014 000001 17 Channel#2 Br(N)-MM 73.0 Lignum V Br(S)-MM 77.5 4.5 1 000444 000444 000010 18 Lignumvitae Bridge(S)-MM 77.5 Tea Table Relief Bridge(N)-MM 79.5 2.2 3 000434 000131 000010 19 Tea Table Relief Bridge(N)-MM 79.5 Whale Harbor Bridge(S)-MM 84.0 4.1 21 001948 000057 000042 20 Whale Harbor Br(S)-MM 84.0 Snake Creek Br(N)-MM 86.0 1.9 10 000705 000042 000015 21 Snake Creek Br(N)-MM 86.0 Ocean Blvd-MM 91.5 5.8 33 012213 000229 000256 22 Ocean Blvd-MM 91.5 Atlantic Blvd-MM 99.5 8.0 2 000308 000134 000007 23 Atlantic Blvd-MM 99.5 C-905(Flashing Light)-MM 106.0 6.8 4 000153 000028 000004 24 C-905-MM 106.0 County Line Sign-MM 112.5 6.2 9 001145 0001:18 000025 Subtotal 87 02:16:40 00:01:34 000453 Left Turn/Right Turn 8 East Shore Drive-MM 25.0 Torch Ramrod Bridge(S)-MM 27.5 2.3 1 000010 000010 000000 13 7-Mile Bridge(N)-MM 47.0 Cocoa Plum Drive-MM 54.0 7.3 2 000041 000020 000001 17 Channel#2 Br(N)-MM 73.0 Lignum V Br(S)-MM 77.5 4.5 1 000018 000018 000001 20 Whale Harbor Br(S)-MM 84.0 Snake Creek Br(N)-MM 86.0 1.9 1 000013 000013 000000 21 Snake Creek Br(N)-MM 86.0 Ocean Blvd-MM 91.5 5.8 1 000011 000011 000000 Subtotal 6 00:01:33 00:00:15 000003 Drawbridge Signal 19 Tea Table Relief Bridge(N)-MM 79.5 Whale Harbor Bridge(S)-MM 84.0 4.1 0.5 000122 000244 000003 20 Whale Harbor Br(S)-MM 84.0 Snake Creek Br(N)-MM 86.0 1.9 0.5 000438 000916 000010 21 Snake Creek Br(N)-MM 86.0 Ocean Blvd-MM 91.5 5.8 1 000600 000600 000013 Subtotal 2 00:1200 000600 000026 Construction/Accident/School Bus/ School Zone/Special Events 3 Rockland Drive-MM 9.0 Boca Chica Rd-MM 10.5 1.5 2 000624 000312 000014 10 N Pine Channel Br(N)-MM 29.5 Long Beach Dr-MM 33.0 3.4 4 000658 000144 000015 11 Long Beach Dr-MM 33.0 7-Mile Bridge(S)-MM 40.0 7.0 1 000017 000017 000001 13 7-Mile Bridge(N)-MM 47.0 Cocoa Plum Drive-MM 54.0 7.3 3 000516 000145 000011 16 Long Key Bridge(S)-MM 63.0 Channel#2 Br(N)-MM 73.0 9.9 9 021308 001448 000445 17 Channel#2 Br(N)-MM 73.0 Lignum V Br(S)-MM 77.5 4.5 1 000032 000032 000001 19 Tea Table Relief Bridge(N)-MM 79.5 Whale Harbor Bridge(S)-MM 84.0 4.1 4 000125 000021 000003 21 Snake Creek Br(N)-MM 86.0 Ocean Blvd-MM 91.5 5.8 1 000042 000042 000001 22 Ocean Blvd-MM 91.5 Atlantic Blvd-MM 99.5 8.0 2 000050 000025 000002 23 Atlantic Blvd-MM 99.5 C-905(Flashing Light)-MM 106.0 6.8 1 000016 000016 000001 24 C-905(Flashing Light)-MM 106.0 County Line Sign-MM 112.5 6.2 8 001650 000206 000036 Subtotal 36 02:52:38 00:04:48 000610 All Sources TOTAL 255 06:22:59 00:01:30 00:13:41 APPENDIX 2021 Data Collection Schedule A p p E N D x []I JAECOM N �o en O zz, O h CF M U •Ct M rF ct I I V] N � O ct o _^ is U I I O o0 � S-1 N 0 0� 00 y M ►� M N ct ct NQQ o U N N N z