Item J1BOARD OF COUNTY COMMISSIONERS
AGENDA ITEM SUMMARY
Meeting Date: October 21, 2015 Department: Planning & Environmental Resources
Bulk Item: Yes X No Staff Contact /Phone #: Mitzi Crystal/ 289-2523
AGENDA ITEM WORDING: Approval of the 2015 US 1 Arterial Travel Time and Delay Study.
ITEM BACKGROUND: The US 1 Arterial Travel Time and Delay Study (TTDS) is performed every
two years to monitor the Level of Service (LOS) on US 1. The study is conducted for purposes
pursuant to Section 114-2 of the Monroe County Land Development Code. Monroe County's adopted
overall and segment Level of Service on US 1 is LOS C, represented by a median speed of 45 mph.
The 2015 study reported an overall LOS C on US 1 with a median speed of 45.1 mph. Within
unincorporated Monroe County, all segments currently operate at a LOS C or better, however two
segments dropped in LOS.
Within unincorporated Monroe County three segments operate at a LOS C. Big Pine Key (Segment 10)
and 7-Mile Bridge (Segment 12) both fell from LOS B to LOS C, while Saddlebunch remained a LOS
C. The LOS on fur segments improved Ramrod (Segment 8), Torch (Segment 9), Duck (Segment 15),
and Long (Segment 16). A summary of the LOS Study by segment is provided below. Those segments
at LOS C are highlighted in orange.
Average Travel Speeds and Levels of Service in Unincorporated Monroe County
Harris
Channel
Bow Channe
Bridge N)
Bridge R
Bow Channel
Bridge (N)
N Pine
Channel
Bridgeft
LGng Key Bridge
Revirf-d 6115
Six segments within the incorporated cities of Marathon and the Village of Islamorada operate at a
LOS C or LOS D. Lower Matecumbe (Segments 18) and Tea Table (Segmentl9) improved LOS while
Plantation (Segment 21) fell from LOS B to C. The LOS summary for the incorporated areas is
provided below.
Average Travel Speeds and Levels of Service in Incorporated Municipalities
,
N71,
W, AMISS
Snake -Cfeek
! fidgeft
--j ... s..+aynus.,ic au4asc Ul 1.w44"ULaaa
PREVIOUS RELEVANT BOCC ACTION:
September 17, 2013- Approval of 2013 US 1 Arterial Travel Time Delay Study
February 18, 2015- Approval of Work Order #12 to complete the 2015 TTDS
CONTRACT/AGREEMENT CHANGES: N/A
STAFF RECOMMENDATIONS: Approval
TOTAL COST: N/A INDIRECT COST: N/A BUDGETED: Yes No X
DIFFERENTIAL OF LOCAL PREFERENCE: N/A
COST TO COUNTY: N/A SOURCE OF FUNDS: N/A
REVENUE PRODUCING: Yes No X AMOUNT PER MONTH Year
APPROVED BY: County Attorney OMB/Purchasing Risk Management.
DOCUMENTATION: Included X Not Required
DISPOSITION:
AGENDA ITEM #
RevicPrl h/15
2015
U.S. 1
Mlli"M����������
Prepared by
URS Project Number 60395763.38620140
URS CORPORATION SOUTHERN
7800 Congress Avenue, Suite 200, Boca Raton, Florida 33487
2015
UnSm I ARTERIAL TRAVEL
TIME AND DELAY STUDY
MONROE COUNTY FLORIDA
September 2015
Prepared for:
Monroe County Planning Department
Prepared by:
URS CORPORATION SOUTHRN
7800 Congress Avenue. - Suite 200, Boca Raton, Florida 33487
TB (; OF CONTENTS
r
1. EXECUTIVE SUMMARY................................................................... 1
2. INTRODUCTION.............................................................................. 3
3. MONROE COUNTY LEVEL OF SERVICE (LOS) AND RESERVE
CAPACITY ASSESSMENT OVERVIEW ............................................... 4
4. DATA COLLECTION........................................................................ 6
5. FIELD OBSERVATIONS................................................................... 7
6. RESULTS AND DISCUSSIONS.......................................................... 9
7. SUMMARY..................................................................................... 19
TABLE 1 - AVERAGE TRAVEL SPEEDS AND LEVELS OF SERVICE............ 1
TABLE 2 - U.S. 1 ROADWAY SEGMENTS ................................................ 4
TABLE 3 - U.S. 1 TRAFFIC COUNTS - HISTORICAL COMPARISON............ 10
TABLE 4 - DELAY DATA SUMMARY AND COMPARISON ........................... 16
FIGURE 1: U.S. 1 AADT - HISTORICAL COMPARISON ............................ 11
FIGURE 2: U.S. 1. HISTORICAL TRAFFIC GROWTH - AADT....................... 12
FIGURE 3: AVERAGE TRAVEL SPEEDS AND LEVELS OF SERVICE........... 14
APPENDICES
t
APPENDIX A -
APPENDIX B -
APPENDIX C -
APPENDIX D -
APPENDIX E -
APPENDIX F -
APPENDIX G -
APPENDIX H -
APPENDIX I -
DATA COLLECTION METHODOLOGY
TRAVEL TIME DELAY DATA
2015 TRAFFIC VOLUME SUMMARY
HISTORICAL COUNT DATA
2015 TRAVEL SPEED SUMMARY DATA AND STATISTICS
COMPARISONS OF HISTORICAL TRAVEL SPEED DATA
2015 LEVEL OF SERVICE AND RESERVE CAPACITY
SUMMARY OF DELAY EVENTS
2015 DATA COLLECTION SCHEDULE
2015 — U.S. 1 Arterial Travel Time and Delay Study Monroe County
Page ii
This report contains results and findings of the 2015 Travel Time and Delay Study. The
study's primary objective was to monitor the Level of Service (LOS) on U.S. 1 for
concurrency management purposes pursuant to Chapter 163, Florida Statutes and Monroe
County Land Development Regulations. The methodology adopted for this study was
established by the U.S. 1 Level of Service Task Force in 1993 and amended in 1997. The
methodology establishes a procedure for using travel speeds as a means of assessing the
level of service and reserve capacity of U.S. 1.
Both Monroe County and the FDOT have adopted a LOS C Standard for U.S. 1. Further,
45 mph has been adopted as the LOS C Standard for the entire length of U.S. 1 regardless
of the posted speed limits. Under the adopted growth management process if the overall
LOS for U.S. 1 falls below the LOS C Standard, then no additional land development will be
allowed in the Florida Keys.
The 2015 results are presented in the following table:
TABLE
AVERAGE T74VEL SPEEDS
Segment
1
Name of
Segment
Stock Island
Beginning Control Point
Cow Key Bridge (N)
Ending Control Point
Key Haven Boulevard
Beginning
Mile
Marker
4.0
Ending
Mile
Marker
5.0
LOS
,2013
B
LOS
2015
B
Median
Speed
2013
33.1
Median
Speed
i 2015
32.9
2
Boca Chico
Key Haven Boulevard
Rockland Drive
5.0
9.0
A
A
57.1
58.1
3
Big Coppitt
Rockland Drive
Boca Chico Road
9.0
10.5
B
B
46.5
472
4
Saddlebunch
Boca Chico Road
Hams Channel Bridge (N)
10.5
16.5
C
C
51.2
51.7
5
Sugarloaf
Hams Channel Bridge (N)
Bow Channel Bridge (N)
16.5
20.5
A
A
47A
47.5
6
Cudjoe
Bow Channel Bridge (N)
Spanish Main Drive
20.5
23.0
A
A
48.0
46.9
7
Summedand
Spanish Main Drive
East Shore Drive
23.0
25.0
B
B
44.9
44.1
6
I Ramrod
East Shore Drive
Torch -Ramrod Bridge (S)
25.0
27.5
B
A
45.6
46.6
9
Torch
Torch -Ramrod Bridge (S)
N. Pine Channel Bridge (N)
27.5
29.5
A
A
47.9
47.5
10
Big Pine
N. Pine Channel Bridge (N)
Long Beach Drive
29.5
33.0
B
3 C
40.1
38.0
11
Bahia Honda
Long Beach Drive
7-Mile Bridge (S)
33.0
40.0
B
B
53.7
52.1
12
7-Mile Bridge
7-Mile Bridge (S)
7-Mile Bridge (N)
40.0
47.0
B
C
54.9
52.6
1311i
Marathon
7-Mile Bridge (N)
Coco Plum Drive
47.0
54.0
A
A
35.6
37.9
14")
Grassy
Coco Plum Drive
Toms Harbor Ch Bridge (S)
54.0
60.5
I C
C
51.0
1 51.5
15
Duck
Toms Harbor Ch Bridge (S)
Long Key Bridge (S)
60.5
63.0
D
B
47.8
50.1
16M
Long
Long Key Bridge (S)
Channel #2 Bridge (N)
63.0
73.0
C
B
51.2
48.8
17m
L Matecumbe
Channel #2 Bridge (N)
Lignumvitae Bridge (S)
73.0
77.5
D
D
49.9
48.4
18M
Tea Table
Lignumvltae Bridge (S)
Tea Table Relief Bridge (N)
77 5
79.5
€
D
47.4
45.7
19P
O Matecumbe
Tea Table Relief Bridge (N)
Whale Harbor Bridge (S)
79.5
84 0 I
D
C
40.2
38.5
20m
Windley
Whale Harbor Bridge (S)
Snake Creek Bridge (N)
84.0
86.0
C
C
41.2
37.9
21 aI
Plantation
Snake Creek Bridge (N)
Ocean Boulevard
86.0
91.5
B
C
41.3
36.5
22
Tavernier
Ocean Boulevard
Atlantic Boulevard
91.5
99.5
A
A
46.9
48.5
23
Key Largo
Atlantic Boulevard
C-905
99.5
106.0
A
A
43.9
44.8
24
Cross
C-905
County Line Sign
106.0
112.6
B
B
52.9
52.0
Overall
4.0
112.6
C
C
45.9
45.1
(1) - City of Marathon
(2) - Includes City of Layton
(3) - village of Islamorada
Segments within area of concern
Segment with NO Reserve Capacity
2015 - U.S. 1 Arterial Travel Time and Delay Study Monroe County
r-
Page 1
• The overall travel speed on U.S. 1 for 2015 is 45.1 mph;
• Compared to 2013, the median segment speeds in ten (10) of the 24 segments
increased ranging between 0.1 mph to 2.3 mph;
• Compared to 2013, the median segment speeds in, fourteen (14) of the 24 segments
decreased ranging from -0.2 mph to -3.3 mph; majority of the speed reductions were in
the middle and upper keys;
• The largest difference and decrease in speed (-3.3 mph) was recorded on Segment # 20
(Windley — MM 84.0 to MM 86.0); however, the LOS remained the same at'C';
• The largest increase in speed (2.3 mph) was recorded on Segment # 15 (Duck — MM 60.5
to MM 63.0), which resulted in a LOS change from 'D' to 'B'. The removal of the
temporary signal at the entrance to Hawks Cay to manage the Duck Key Bridge
rehabilitation is the primary reason for this speed increase. The rehabilitation project
(and the removal of the temporary signal) was completed in the fall of 2013.
Segments with reserve speeds of less than or equal to 3 mph should be given particular
attention when approving development applications. The Saddlebunch Keys (MM 10.6 to
MM 16.5) in the lower keys, Big Pine Key (MM 29.5 to MM 33.0), 7-Mile Bridge (MM 40.0 to
MM 47.0) and a 12 mile segment on the upper keys (5 segments) starting from L Matecumbe
Key (MM 73.0) to Plantation Key (MM 91.5) are within the 'area of concern'; 2 of the 5
segments have no reserve volumes. The 7-Mile Bridge segment could be discarded from
the concern list, since delays are mainly due to the temporary maintenance activity.
Road widening is a typical capacity improvement remedy exercised by most municipalities.
In Monroe County, however road widening, specifically along U.S. 1 is restricted by the
adopted comprehensive plan policies to preserve and protect the fragile ecological
conditions. There are other less intrusive remedies that could be explored and evaluated to
improve the traffic flow and the capacity of U.S.1; they include:
- Identifying strategic locations to add turn lanes.
- Conducting speed studies on selected segment of U.S. 1 to confirm the posted speed
limits are correct, if necessary.
- Consolidating driveways/access points to reduce/minimize friction.
- Enhancing signal timing at existing signalized intersections along U.S. 1 to improve the
traffic flow.
- Not allowing new signalized intersections along U.S. 1 if a safe alternative access exists
or it could be provided to accommodate the turning movements.
- Improving the conditions along the county maintained local streets to minimize U.S. 1
being used as the local street.
U.S. 1 is a state maintained roadway. Therefore, any modifications/ improvements to U.S. 1
have to be developed in collaboration with the Florida Department of Transportation.
2015 — U.S. I Arterial Travel Time and Delay Study Monroe County
UW Page 2
2. INTRODUCTION
The U.S. 1 Arterial Travel Time and Delay Study has been undertaken as part of the
ongoing contract between URS Corporation and Monroe County to provide
Transportation Planning Services to the Monroe County Planning Department.
Monroe County has conducted travel time and delay studies of U.S. 1 on an annual
basis since 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 has collected the data for years 1997
through 2015, 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 2015. It should be noted that a delay study was not
conducted for year 2014 per Monroe Country and FDOT agreement.
The U.S. 1 Arterial Travel Time and Delay Study's primary objective is to monitor the
level of service on U.S. 1 for concurrency management purposes pursuant to
Chapter 163, Florida Statutes and Section 114 of the Monroe County Land
Development Regulations. Although predominantly an uninterrupted flow two-lane
roadway, U.S. 1's uniqueness warrants an alternative LOS evaluation process to that
found in the Highway Capacity Manual (HCM).
The U.S. 1 Level of Service Task Force was formulated in 1992 to develop
methodology for U.S. 1 that utilizes an empirical relationship between the volume -
based capacities and the speed -based level of service (LOS). The U.S. 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 speeds as a
means of assessing the level of service and reserve capacity of U.S. 1. Each member
organization of the Task Force has endorsed the methodology. A partial copy of this
methodology titled "A Methodology to Assess Level of Service on U.S. 1 in the Florida
Kevs"- January 1993, is contained in Appendix A.
The U.S. 1 Level of Service Task Force last met in 1997 to reevaluate the LOS
procedure. After several meetings the Task Force concluded that the Speed Based
LOS methodology should be continued to be used to assess the LOS along U.S. 1 in
Monroe County with a minor change; the signal delay for LOS C threshold value was
increased to 25 seconds from 15 seconds to account for recent changes in the HCM.
Pursuant to Sections 114-2(a)(1)(a) of the Land Development Code (LDC), U.S. 1 shall
have sufficient available capacity to operate at LOS C on an overall basis as measured
by the U.S. 1 Level of Service Task Force Methodology. In addition, the segments of
U.S. 1, which would be directly impacted by a proposed development's access to
U.S. 1, shall have sufficient available capacity to operate at LOS C. Sections 114-
2(a)(1)(c) of the LDC states, in areas that are served by inadequate transportation
facilities on U.S. 1, development may be approved, provided that the development in
combination with all other permitted development will not decrease travel speed by
more than five percent below LOS C.
Although there has never been a countywide development restriction, Big Pine Key
between 1994 and 2002 experienced a localized development restriction. 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.
2015 — U.S. 1 Arterial Travel Time and Delay Study Monroe County
Page 3
Although U.S. 1 in the Florida Keys is predominantly an uninterrupted -flow, 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 U.S. 1 Level of Service Task Force to
assess the level of service on U.S. 1, and has not changed since the 1997 amendment.
The adopted method considers both the overall level of service from Key West to the
mainland, and the level of service on 24 segments (See Table 2). The 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 Highway Capacity Manual. The methodology establishes a
procedure for using travel speeds as a means of assessing the level of service and
reserve capacity of U.S. Vin the Florida Keys.
TABLE 2
U.S. I ROADWAY SEGIVIENIR
SEGI
APPROXIMATE
CONTROL POINTS
KEY(S)
NO.
I MILE - MARKER
BplminO
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
Halls 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
Summerland
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
L.jjj
1.06.0,
112.5 1
C-905
County Line Sin
Ke Lar o, Cross Key
NOTE: (N)
and (S) refer to the north and south side of the bridges respectively
2015 - U.S. I Arterial Travel Time and Delay Study Monroe County
Page 4
The travel speeds for the entire 108-mile stretch of U.S. 1 and the 24 individual
segments are established 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 are those speeds recorded over the 108-mile length of the Keys
between Key West and Miami -Dade County. Overall speeds reflect the conditions
experienced by long distance trips or traffic traveling the entire length of the Keys.
Given that U.S. 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 U.S. 1.
Regardless of the posted speed limits, 45 mph has been adopted as the LOS C
Standard for the entire length of U.S. 1. Under the adopted growth management
process if the overall LOS for U.S. 1 falls below the LOS C Standard, then no
additional land development will be allowed in the Florida Keys.
Segment speeds are the speeds recorded within individual links of U.S. 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 U.S. 1 serves as the "main street" of the
Keys, the movement of local traffic is also an important consideration on this
multipurpose highway.
A comparison of average posted speed limits and the average travel speeds for
individual segments leads to the level of service on the respective segments along
U.S. 1. The difference between the segment travel speeds and the LOS C Standard is
called reserve speed. The reserve speed is converted to an estimated reserve
capacity of additional traffic volumes and corresponding additional development. If
the travel speed falls below the LOS C Standard, additional trips equivalent to 5% of
LOS C capacity are allowed, to accommodate a limited amount of land development to
continue until traffic speeds are measured again the following year or until remedial
actions are implemented.
2015 — U.S. 1 Arterial Travel Time and Delay Study Monroe County
Page 5
The travel time, delay, and distance data were collected by URS staff. A summary of
the data collection methodology and the data collected is presented in Appendices A
and B respectively.
The data were recorded by date, day of the week, time of the day, and direction. The
field data collection` took place between March 1, 2015 and March 14, 2015. The
results are included in Appendix B. Fourteen (14) round trips were made to
successfully complete the twenty-eight (28) runs. These runs represent a sample of
two runs of each day of the week. Every one of the twenty-eight travel time run data
sheets was quality checked. The seven-day, 24-hour traffic data were collected in
Islamorada, Marathon, and Big Pine Key from March 3, 2015 to March 9, 2015,
concurrently with the travel time runs. The volume data is provided in Appendix C.
The field studies employed the staggered schedule of departure times previously
approved by the Task Force so as 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 time also
helps to capture the varied trip purposes and time frames within the Keys. For
example, the 1:45 pm departure time from Florida City helps to capture the evening
peak traffic condition in the lower keys and non -peak conditions in the rest of the
keys. Alternatively, the 3:15 pm departure time from Florida City helps to capture the
evening peak traffic conditions in the upper keys and non -peak conditions in the rest
of the Keys. The 2015 field data collection timetable is included in Appendix I.
2015 — U.S. I Arterial Travel Time and Delay Study Monroe County
Page 6
There are 18 traffic signals and one rectangular rapid flashing beacon (RRFB) in
operation along the U.S.1 study corridor:
LOCATION MILE MARKER MM
SEGMENT
College Road
4.4
1
Cross Street
4.6
1
McDonald Avenue
4.8
1
Crane Boulevard
19.5
5
Key Deer Boulevard
30.3
10
33'd Street / School Crossing
48.5
13
Sombrero Beach Road
50.0
13
107' Street
52.4
13
109t' Street
52.5
13
Pedestrian Crossing
53.0
13
Sadowski Causeway
53.5
13
Coco Plum Drive
54.0
13/14
Woods Avenue / School Crossing
90.0
21
Sunshine Road
90.5
21
Ocean Boulevard
91.5
21/22
Atlantic Boulevard
99.5
22/23
RRFB — Buttonwood Drive
99.8
23
Tarpon Basin Drive
101.0
23
Pedestrian Crossing
105.0
23
As was done in the past, for the pedestrian signals at MM 53, and MM 105, only a
partial impact of the signal was considered. The signal delays for segments with
signals at the end/beginning, such as Coco Plum Drive, Ocean Boulevard and Atlantic
Boulevard intersections, are shared between the two segments.
The three closely spaced traffic signals in Stock Island (Segment 1) were observed to
experience additional delay events (23 this year vs. 22 in 2013) with significant
increase in delay time (19 minutes and 34 seconds vs. 8 minutes and 44 seconds)
compared to 2013.
The five traffic signals and the two pedestrian signals in Marathon (Segment 13) were
observed to experience more delays compared to 2013. Both the number of delay
events (52 this year vs. 38 in 2013) and the delay time (27 minutes and 6 seconds this
year vs. 23 minutes and 13 seconds in 2013) caused by these signals have increased.
The traffic signal at the Crane Boulevard intersection (Segment 5) had a comparable
number of northbound delay events (2 in 2013 and 2015) and delay time (42 seconds
in 2015 vs. 46 seconds in 2013). There were no delay events recorded at this signal on
the southbound direction in 2015, which is a decrease from 2013 with 1 delay event of
17 seconds.
Segment 1 and Segment 13 are defined as interrupted segments, meaning that
interruptions such as signals are expected. The changes in delay time due to these
signals may not significantly influence the individual segment operating conditions
because they are designated as having interrupted flow conditions; however, it does
have an effect on the overall travel speeds.
2015 — U.S. 1 Arterial Travel Time and Delay Study Monroe County
UM Page 7
Mechanical traffic counters and hoses were installed on March 3, 2015 at the following
locations:
0 Big Pine Key, on the south side of the North Pine Channel Bridge (MM 29);
a Marathon, in front of McDonalds (MM 50);
Upper Matecumbe, on the south side of the Whale Harbor Bridge (MM 84).
The traffic volumes during the 2015 study period were found to be higher than the
2013 study period traffic volumes (see Table 3 in page 10).
On Big Pine Key additional traffic volume data were collected to identify localized
differences in traffic volumes throughout U.S. 1 in the island of Big Pine Key.
2015 — U.S. 1 Arterial Travel Time and Delay Study Monroe County
Page 8
6. RESULTS AND DISCUSSIONS
Traffic Volumes
U.S. 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 at these
three locations along U.S. 1 yielded the following average daily traffic (ADT) and
annual average daily traffic (AADT) volumes for 2015. The volume data for the 5-day
and 7-day is the average of the raw volumes counted. The 7-day averaged volumes
have been adjusted using 2014 seasonal and axle factors to estimate the 2015
AADT's. The traffic counts were recorded between March 3 and March 9, 2015.
Summaries have been included in Appendix C.
Location
5-DaY_ADT
7-Dav ADT
AADT
Big Pine Key (MM 29)
22,833
22,106
20,139
Marathon (MM 50)
38,824
38,144
34,243
Upper Matecumbe (MM 84)
26,079
25,817
23,002
The average weekday (5-Day ADT) and the average weekly (7-Day ADT) traffic
volumes, compared to 2013 data, at Marathon, Upper Matecumbe and Big Pine Key
have increased in 2015. Likewise, the AADT have increased. The seasonal factor
recorded by FDOT has not changed while the axle factor is minimally higher. A
detailed historical comparison of the U.S. 1 traffic counts for the period 1993 to 2015
is presented in Appendix D. A comparison of the most recent seven years of data
collection is presented on Table 3 and represented graphically in Figure 1.
U.S. 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
twenty two years indicates that statistically there is virtually no overall traffic growth
within the Marathon and Upper Matecumbe count locations and a slight decreasing
trend in traffic volumes for Big Pine Key.
For the purpose of this study, overall speeds are those speeds recorded over the
108-mile length of U.S. 1 in the Keys between Key West and the Miami -Dade County
line. Overall speeds reflect the conditions experienced during long distance or
through trips. Given that U.S. 1 is the only principal arterial in Monroe County, the
movement of through traffic is an important consideration.
The levels of service (LOS) criteria for overall speeds on U.S. 1 in Monroe County, as
adopted by the Task Force, are 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 U.S. 1.
2015 — U.S. 1 Arterial Travel Time and Delay Study Monroe County
Page 9
TABLE 3
gHISTORP971,1- CO
2008
2009
2010
2011
2012
2013
2015
Count
Change
Count
Change
Count
Change
Count
Change
Count
Change
Count
Change
Count
Change
Big n
5— Day
Average
1 21,495
-14.82%
21,242
-1.18%
20,651
-2,78%
20.468
-0.58%
21.056
2,87%
20.986
-0.33%
22,833
8.80%
7 — Day
Averse
20,612
-19.33%
20.656
0.21 %
20,115
-2.62%
20,070
-0.22%
20,579
2.53%
20,066
-2.49%
22,106
10,17%
AADT
18,308
-19,33%
16,680
2.28%
17,842
6.97%
17,684
-0,88%
18,011
1,85%
17,943
-0:38%
20,139
12,24%
Ntarathon
5 — Day
Average
34,414
-6.34%
34,193
-0.64%
31,883
-0.76%
32.156
0.85%
34,145
6.19%
34,097
-0.14%
38,824
13.86%
7 — Day
Averse
31,731
-8.85%
32,290
1.79%
30,548
-5,42%
31,097
1.79%
32,985
6.07%
32,783
-0.61 %
38,144
16,35%
AADT
25,106
-8.84%
26.081
3.88%
27.547
5,62%
27.782
0.85%
29,208
5.13%
29,153
-0..19%
34,243
17.46%
Upper
Matmumbe
5 — Day
Average
23,416
-16 17%
23,071
-1,47%
22,588
-2.09%
24,326
7.69%
24,561
0,97%
23,656
-3,68%
26,079
10.24%
7 — Day
Averse
23,024
-18.96%
1 23,016
-0, 03%
22,634
-1.66%
24,508
8.,27%
24,936
1,75%
23,164
-7.11 %
25,817
11.45%
AADT
19008
-18,96%
18585
-2,23%
19,516
5.01%
21017
7.69%
21009
-0.04%
20,226
-3.73%
23002
13.72%
2015 — U.S. 1 Arterial Travel Time and Delay Study Monroe County
Page 10
Figure 1: U.S. 1 AADT - HISTORICAL COMPARISON
}
35000
7 t-
30000li\t
�,��}'�,
i
0 25000
20000
150001
H DIM ss s} i};t � = s�l{�2 � �' _ 1 rz � i � �, � �a { _ �� �- � � t?�� 1 it `••.
10000
0
2008 2009 2010 2011 2012 2013 2015
S
Year
aBtgPine Key aMarathon13 Upper Matecumbe
2015 — U.S. I Arterial Travel Time and Delay Study Monroe County
Page 11
Figure 2: U.S. 1 Historical Traffic Growth
AADT
34,000
32,000
30,000
28,000
T
W
m 26,000
F
0 24,000
22,000
20,000
18,000
16,000
1993 1994 1995 1996 1997 1998 1999 2000 2001 2002 2003 2004 2005 2006 2007 2008 2009 2010 2011 2012 2013 2014 2015
Year
Big Pine ■ Marathon ® U Meteeamba Big Pine Repression Una --a —Marathon Repression Line -> U. Matem be Regression Line
2015 — U.S 1 Arterial Travel Time and Delay Study Monroe County
__ ...............
xmS
Page 12
The median overall speed during the 2015 study was 45.1 mph, which is 0.8 mph lower
than the 2013 median speed of 45.9 mph. The mean operating speed was 44.8 mph
with a 95% confidence interval of plus or minus 0.8 mph. The median speed
corresponds to LOS C conditions. The highest overall speed recorded in the study
was 49.1 mph (0.7 mph higher than the 2013 highest overall speed of 48.4 mph), which
occurred on Monday, March 2, 2015 between 4:00 p.m. and 6:30 p.m., in the
northbound direction. The lowest overall speed recorded was 39.4 mph (1.8 mph lower
than the 2013 lowest overall speed of 41.2 mph), which occurred on Saturday, March
14, 2015 between 2:45 p.m. and 6:15 p.m. in the southbound direction. The 2015 travel
speed data is summarized in Appendix E. Speed comparisons to previous years are
provided in Appendix F.
Segment speeds are the speeds recorded within individual links of U.S. 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 U.S. 1 serves as the "main street" of the
Keys, the movement of local traffic is also an important consideration on this
multipurpose highway.
The level of service criteria for segment speeds on U.S. 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 Appendix A, and
summarized below.
InterruIted Flow
LOS A z 35 mph
LOS B z 28 mph
LOS C z 22 mph
LOS D z 17 mph
LOS E z 13 mph
LOS F < 13 mph
Uninterrupted Flow
LOS A 1.5 mph above speed limit
LOS B 1.5 mph below speed limit
LOS C 4.5 mph below speed limit
LOS D 7.5 mph below speed limit
LOSE 13.5 mph below speed limit
LOS F more than 13.5 mph below speed limit
For all "uninterrupted" segments containing isolated traffic signals, the travel times
were reduced by 25 seconds per signal to account for lost time due to signals. The
Marathon and the Stock Island segments are considered "interrupted" flow facilities.
Therefore, no adjustments were made to travel times to account for signals on these
segments.
The segment limits, the median travel speeds, and the 2013 and the 2015 LOS are
presented in Appendix G and shown on Figure 3. The median segment speed ranged
from 58.1 mph (LOS A) in the Boca Chica segment to 32.9 mph (LOS B) in the Stock
Island segment. The level of service determined from the 2015 travel time data yield
the following level of service changes as compared to 2013 data:
2015 — U.S. I Arterial Travel Time and Delay Study Monroe County
Page 13
0
Dade
Monroe
23
21 Ba1.3
C ISB.3
19 ni4o.a
CJ
.p ED/49.9
1, D/ ,� C'41
20
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B/30.1 �,,,,,
9/M 1 13
aeza t � 11 B/ss.r 16134 N
Brads i' A/47.3 nz.1 m. '
..
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Bn�9 _7 10 Segment Number
A/4a tl_.. _B/43.a .:.� _ -G� sz B/40.1 20,131.USIM.M.speed
w146 9 S' w4s 6 1{y'e/ao.1 a.o zol3 wsmaed�n speed
e , + 051.2p- G3a.0
S7 1 J5.7
M1 � v,,.:3i.t „ ,A ,li ,, a t.l�t G''.k ,ti�i �1 ��.,n�4 4i�''�%-i.� U•)<. ��, t, )2 ri�r%t(e-
Average Travel Speeds And Levels Of Service
2015 Travel Time Delav Studv Figure 3
e001CTl�TLaY. Dq�Yr��RwrMrYb�TnY +sk6d"OMM, MW C—bw*1s
LOS A ill LOS B U2
(+) Ramrod (8) (+)Duck (15)
(+) Long (16)
LOS C 4
(-) Big Pine (10)
(-) 7 Mile Bridge (12)
(+) U. Mate. (19)
(-) Plantation (21)
LOS D 1 LOS E 0
(+) Tea Table (18)
Compared to last study year (2013) results, there are level of service changes to eight
(8) segments — five (5) of which resulted in positive level of service changes and three
(3) of which resulted in negative level of service changes.
• Ramrod segment (8) increased from LOS 'B' to LOS 'A'
® Duck segment (15) increased from LOS 'D' to LOS 'B'
• Long segment (16) increased from LOS 'C' to LOS 'B' - Village of Islamorada
• Big Pine segment (10) decreased from LOS 'B' to LOS 'C'
• 7-Mile Bridge segment (12) decreased from LOS 'B' to LOS 'C'
• Upper Matecumbe segment (19) increased from LOS 'D' to LOS 'C' -Village of Islamorada
• Plantation segment (21) decreased from LOS 'B' to LOS 'C'
• Tea Table segment (18) increased from LOS 'E' to LOS 'D' - Village of Islamorada
Compared to 2013, the median segment speeds increased in ten (10) of the 24
segments ranging between 0.1 mph to 2.3 mph. Fourteen (14) segments experienced a
decrease in median speeds, ranging from -0.2 mph to -3.3 mph.
The largest difference and decrease in speed change was recorded on Segment # 20
(Windley - MM 84.0 to MM 86.0); however, the LOS remained the same at V. The
largest increase in speed (2.3 mph) was recorded on Segment # 15 (Duck — MM 60.5 to
MM 63.0), which resulted in the LOS change from a 'D' to a 'B'. The removal of the
temporary signal at the entrance to Hawks Cay to manage the Duck Key Bridge
rehabilitation is the primary reason for this speed increase. The rehabilitation project
(and the removal of the temporary signal) was completed in the fall of 2013.
Detailed summary tables of these measured travel speeds by day, segment, and
fourteen -day average are contained in Appendix E.
A delay event occurs whenever the speed of the test vehicle fell below 5 mph. The
delay event continues until the test vehicle's speed rose to 15 mph. During the study,
the observers encountered a total of 243 separate delay events (a 48% increase
compared to the 2013 study). Thirty two (32) of these delay events totaling 62 minutes
and 52 seconds were excluded from the overall travel times and the segment travel
times. The excluded delays were caused by nonrecurring 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, compared to last year's data, is provided in
Table 4. The mean delay per trip is the total delay recorded for a given source divided
by the study's 28 one-way trips. The mean delay per trip is found to be 11 minutes
and 12 seconds (a 5 minute and 11 second increase compared to the 2013 data).
2015 — U.S. I Arterial Travel Time and Delay Study Monroe County
Page 15
TABLE 4
DELAY DATA SUMMARY AND COMPARISON
Delay
Number of Total Excluded Mean Delay Mean Delay
Source Events Delay Time Per Event Per Trip
2015 (2013) 2015 (2013) 2015 (2013) 2015 (2013) 2015 (2013)
Traffic Signals 152 141 02:19.44 01:33:06 00:00:00 00:00:00 0:55 0:40 4.59 3.20
Drawbridges 3 0 00:18.46 00:00:00 00:00:00 00:00.00 6:15 0.00 0:40 0:00
Congestion 40 7 01.28.16 00.12.41 00:00:00 00:00:00 2.12 1.49 3:09 0.27
Left Turns 12 2 00:03:15 00.00:15 00:00:00 00:00:00 0:16 0.08 0.07 0:01
Right Turns 4 0 00:00:53 00:00.00 00:00:00 00:00.00 0.13 0.00 0:02 0:00
School Bus 3 3 00:01.29 00.01:16 00:01.29 00:00:00 0.30 0.25 0:03 0:03
Construction 18 1 00:32:20 00:04:17 00:32:20 00:04.17 6:48 4:17 1.09 0.09
Accidents 8 4 00:24:57 00:53.33 00:24:57 00.53.33 3:07 13.23 0:53 1:55
Emergency 3 0 00.04.06 00:00:00 00:04:06 00:00:00 1:22 0.00 0:09 0:00
Vehicles
Special Event 0 6 00:00.00 00.03.09 00:00:00 00.00:00 0:0 0:32 0:00 0.07
Total 243 164 05.13:46 02:48:17 01:08:17 00:57.50 1:17 1.02 11:12 6:01
i��
The largest single recurring delay source along U.S. 1 in Monroe County is traffic
signals. During the 2015 study, 152 (63%) out of 243 delay events were caused by
signals. The number of traffic signal delay events in 2015 is 8% higher than the 2013
study. The signal delays accounted for 2 hour 19 minutes and 44 seconds (45% of
total delays) versus 55% in 2013.
The mean delay per event for signals in Segments # 10, 21, 22 and 23 are higher than
the LOS C threshold value of 25 seconds, which is the signal impact discounted in the
methodology.
The signal on Big Pine segment (Segment # 10) at Key Deer Boulevard was the most
significant, causing 14 signal delay events (same as in 2013) and accounting for
39 minutes and 15 seconds (28% of the total signal delays), which is 30 minutes and
30 seconds higher than the 2013 signal delays in this segment. The mean delay per
event at the Key Deer Boulevard signal was higher than the 25 seconds threshold at
2 minutes and 48 seconds. The mean delay per trip was also higher than the
25 seconds threshold at 1 minute and 24 seconds.
Accident cly
The accident delays, although nonrecurring, were the second largest nonrecurring
delay events during the 2015 study. There were 8 accident delays recorded during the
2015 study accounting for 24 minutes and 57 seconds. The accident delays accounted
for 7.6% of the total delays. The accident delays were excluded from the overall and
segment travel time.
There were 12 left -turn and 4 right -turn delay events during this year's study. Left -turn
delays accounted for 3 minutes and 15 seconds with a mean delay of 16 seconds.
Similarly, right -turn delays accounted for 53 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.
2015 - U.S. 1 Arterial Travel Time and Delay Study Monroe County
Page 16
DMWIEjga slay
Since the reconstruction of the Jew Fish Creek Bridge, the bridge across the Snake
Creek is the only bridge along the entire length of U.S. 1 in Monroe County that
causes drawbridge delays. There were 3 drawbridge delays during the 2015 study, as
compared to no drawbridge related delays during the 2013 travel time runs, totaling 18
minutes and 46 seconds.
ongetion Delav
Congestion delays represent the second largest recurring delay events in this year's
study. There were forty (40) congestion related delay events this year totaling 1 hour
28 minutes and 16 seconds. The congestion delay events contributed an average of
3 minutes and 9 seconds of delay per trip, which is higher than 2013 average
congestion delay per trip of 27 seconds.
r
There were several work zones observed during this year's study. Construction
delays represented the largest nonrecurring delay events. There were eighteen (18)
construction delay events in this year's study, and they accounted for 32 minutes and
20 seconds. This is an increase from 2013 construction delays that accounted for 4
minutes and 17 seconds.
The posted speed limits affect both the segment and the overall LOS. For instance, a
lower speed limit could benefit a segment's LOS by reducing the difference between
the travel speed and the posted speed limit. The reduction in the speed limit; however,
negatively impacts the overall LOS because motorists are expected to travel at
reduced speeds to comply with the speed limits, whereas the overall LOS C threshold
is set at 45 mph regardless of the speed limit changes. For these reasons, the posted
speed limit is an important component in this study.
A large part of the traffic in Monroe County consists of tourist travelers, who generally
tend to have a leisurely driving style. The traffic also tends to include a large number
of recreational vehicles. Combined with some slow moving heavy vehicles, the travel
speeds tend to go below the speed limits when there are no opportunities for faster
moving vehicles to pass. Such impacts are evident on 15 of the 24 segments
operating median travel speeds below the weighted average posted speed limits as
presented in Appendix G; it is the same as the 2013 data, which also had 15 segments
operating at median travel speeds below the speed limit.
The difference between the median speed and the LOS C Standard gives the reserve
speed, which in turn can be converted to an estimated reserve capacity of additional
traffic volume and corresponding additional development. The median overall speed
of 45.1 mph compared to the LOS C standard of 45 mph leaves an overall reserve
speed of 0.1 mph. This reserve speed is converted into an estimated number of
reserve trips using the following formula:
Reserve Volume = Reserve Speed x k x Overall Length
Trip Length
Reserve Volume = 0.1 mph x 1656 daily tripsimph x 112 miles
10 miles
Reserve Volume = 1,855 daily trips
2015 — U.S. 1 Arterial Travel Time and Delay Study Monroe County
Page 17
The estimated reserve capacity is then converted into an estimated capacity for
additional residential development, assuming balanced growth of other land uses, and
using the following formula:
Residential Capacity = Reserve Volume
Trip Generation Rate x % Impact on U.S.1
Residential Capacity = 1,855 daily trips
8 (daily trips / unit) x 0.8
Residential Capacity = 290 units
Applying the formula for reserve volume to each of the 24 segments of U.S. 1
individually gives maximum reserve volumes for all segments totaling 91,147 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
In 2015, there were 2 segments identified to be functioning below the LOS C threshold
- L. Matecumbe (Segment # 17) and Tea Table (Segment # 18). Both of these segments
are in the Village of Islamorada.
The two segments identified above have depleted their reserve capacities, leaving 967
trips in L. Matecumbe (Segment # 17) and 459 trips in Tea Table (Segment # 18) based
on the 5% below LOS C allocation. A detailed summary table displaying level of
service and reserve capacity values for each segment is contained in Appendix G.
2015 - U.S. 1 Arterial Travel Time and Delay Study Monroe County
Page 18
I. SUMMARY
Following is a summary of the 2015 Travel Time and Delay Study results:
a) The traffic volumes have increased by approximately 15% compared to 2013.
b) The overall travel speed on U.S. 1 for 2015 is 45.1 mph, and 0.8 mph lower compared
to the 2013 overall travel speed.
c) Compared to 2013 data, the travel speeds on 10 of the 24 segments have increased.
They are:
- Boca Chica (+1.0 mph)
k
Marathon (+2.0 mph) - city of Marathon
- Big Coppitt (+0.7 mph)
- Grassy (+0.5 mph) ;
- Saddlebunch (+0.5 mph)
- Duck (+2.3 mph)
- Sugarloaf (+0.1 mph)
- Tavernier (+1.7 mph)
- Ramrod (+0.8 mph)
- Key Largo (+0.9 mph)
Travel speeds on 14 segments have decreased. They are:
- Stock IslandA-0.2 mph
- Cudjoe_J-1.0 mph)
- Summerland-0.7 mph)
- Torch (0.4 mph)
- Big Pinet2.1 mph
- Bahia Honda -1.6 mph
- 7-Mile Bridge (-2.3 mLh)._
- Long (-2.4 mP#L
- L. Matecumbe (-1.5 mph) - Village of Islamorada
Tea TableLLi_1.7 mph) - Villa a of Islamorada
_ ._.._.-
U Matecumbe i_1.7 mph) - Village of Islamorada
WindlD i-3.3 mph
Plantation -2.7 mph
Cross_i-0.9 Tph)
d) Compared to 2013 study results, there are LOS changes in eight (8) of the 24
segments; 5 increases and 3 decreases.
e) Segment # 17 (L Matecumbe - MM 73.0 - MM 77.5) has remained at level of service D
for the past six years and the travel speeds have decreased this year compared to
2013. The adjacent segment - Segment # 18 (U Matecumbe - MM 77.5 - MM 79.5) has
improved to level of service D; although, the travel speeds have decreased this year
compared to 2013. The improvement in level of service (despite the decrease in speed)
is due to a decrease on the weighted average posted speed, which affects the level of
service thresholds. Special attention should be given to these segments.
f) There were a total of 243 delay events, 32 of which were excluded due to their non-
recurring nature. The delays due to traffic signals were the largest recurring delay -
causing event this year. The traffic signals caused 152 delays, totaling 2 hours,
19 minutes and 44 seconds. The signals caused on average a 4 minutes and
59 seconds delay per trip, which is 1 minute and 39 seconds more compared to 2013.
g) There were three (3) draw bridge related delays this year. Per established procedures,
they were excluded from the individual segment calculation and included in the overall
delay.
h) The construction delays were the largest nonrecurring delay accounting for 32 minutes
and 20 seconds. The construction delays were excluded from the overall and segment
travel times.
i) There were forty (40) congestion related delay events this year totaling 1 hour 28
minutes and 16 second compared to 12 minutes and 41 seconds in 2013. The
congestion delay events contributed on average 3 minutes and 9 seconds of delay per
trip, which is significantly higher when compared to the 2013 average congestion delay
per trip of 27 seconds.
2015 - U.S. 1 Arterial Travel Time and Delay Study Monroe County
Page 19
j) Segments with reserve speeds of less than or equal to 3 mph should be given
particular attention when approving development applications. This year, there are
eight segments of U.S. 1 in this category (same number of segments as in the 2013
study).
- Saddlebunch ( MM 10.5 — MM 16.5) - Tea Table (MM 77.5 — MM 79.5)
t - Big Pine (MM 29.5 — MM 33.0) i - U. Matecumbe (MM 79.5 — MM 84.0)
... _...... .._..... ........_ ..__....
- 7-Mile Bridge (MM 40.0 — MM 47.0) - Windley (84.0 — 86.0)
- L. Matecumbe (MM 73.0 — MM 77.5) = Plantation (86.0 — 91.5)
The 10-mile stretch of Long Key segment (from MM 63.0 to MM 73.0) has been removed
this year to make a contiguous 18.5 mile segment of upper keys from L. Matecumbe
(MM 73.0) to Plantation (MM 86.0) to be within the Area of Critical County Concern
(ACCC). Within the Lower Keys, Saddlebunch (MM 10.5 — MM 16.5) and Big Pine
(MM 29.5 — MM 33.0) segments are identified to be within the ACCC. The 7-Mile Bridge
segment should be excluded due to temporary construction. Once construction is
completed, the reserve speed is anticipated to improve from 2.4 mph to over 3.0 mph
over the LOS C speed threshold.
Road widening is a typical capacity improvement remedy exercised by most
municipalities. In Monroe County, however road widening, specifically along U.S. 1 is
restricted by the adopted comprehensive plan policies to preserve and protect the
fragile ecological conditions. There are other less intrusive remedies could be explored
and evaluated to improve the traffic flow and the capacity of U.S. 1, they include:
- Identifying strategic locations to add turn lanes.
- Conducting speed studies on selected segment of U.S. 1 to confirm the posted
speed limits, and correct, if necessary.
- Consolidating driveways/access points to reduce/minimize friction.
- Enhancing signal timing at existing signalized intersections along U.S. 1 to improve
the traffic flow.
- Not allowing new signalized intersections along U.S. 1 if there is alternative safe
access to accommodate the turning movements.
- Improving the conditions along the county maintained local streets to minimize
U.S. 1 being used as the local street.
U.S. 1 is a state maintained roadway. Therefore, any modifications/ improvements to
U.S. 1 have to be developed in collaboration with the Florida Department of
Transportation.
2015 — U.S. 1 Arterial Travel Time and Delay Study Monroe County
Page 20
DATA COLLECTION METHODOLOGY
(Previously Approved by Task Force)
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 U.S. 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.
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 U.S. 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 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.
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.
Treat eat ci Delay
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 opening were excluded from
the segment travel times, but included in the overall travel times. 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.
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
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, US-1'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.
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:
0 129 km (80 mi) (74%) two-lane uninterrupted flow;
0 32 km (20 mi) (19 %) four -lane uninterrupted flow; and
0 13 km (8 mi) (7%) four -lane urban/suburban interrupted flow.
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) (J 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.
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 nercent time dpiav in *tip
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.
R. E. De Arazoza
D. S. Macleod
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.
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.
R. E. De Amzoza
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.
For each run the process provided data, 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).
R. E. De Arazoza
D. S. Macleod
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 = 52158 = 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
44150 = 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
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
R. E. De Arazoza
D. S. MaCleod
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 z 82 kmh (51 mph)
B z 77 kmh (48 mph)
C z 72 kmh (45 mph)
D Z 68 kmh (42 mph)
E z 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.
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.
R. E. De Arazoza
D. S. Macleod
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 segment, intersection
delay would be deducted from the segments travel time to account for the influence of that signal
on the segment (i.e., signal delay = 1.0 x 15 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 for 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 Z 2.4 kmh (1.5 mph) above the posted speed limit
B z 4.8 kmh (3.0 mph) below LOS A
C z 9.7 kmh (6.0 mph) below LOS A
D z 14.5 kmh (9.0 mph) below LOS A
E z 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:
LOS
SPEED
A
z 74.9 kmh (46.5 mph)
B
z 70.0 kmh (43.5 mph)
C
z 65.2 kmh (40.5 mph)
D
z 60.4 kmh (37.5 mph)
E
z 50.7 kmh (31.5 mph)
F
< 50.7 kmh (31.5 mph)
R. E. De Arazoza
D. S. MaCleod
0 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
a 56.4 kmh (35 mph)
B
z 45.1 kmh (28 mph)
C
z 35.4 kmh (22 mph)
D
z 27.4 kmh (17 mph)
E
z 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.
I ROAD/DIRECTION:
US-1, Northbound
]OBSERVERS:
NH
WEATHER/CONDITIONS:
Clear
DAY/DATE:
Sunday, March 1, 2015
1 START TIME @ COW KEY BR:
03:30A0 PM
1 FINISH TIME @ C SOUND RD:
06:03:24 PM
DEFINITION OF DELAY
Delay begins @ 5 mph
Delay ends @ 15 mph
TYPES OF DELAY 1
LT = Left Turn
CS = Construction 1
RT = Right Turn
SB = School Bus 1
TS = Traffic Signal
EV = Emergency Vehicle 1
DB = Drawbridge
AC = Accident 1
CG = Congestion
= Special Event 1
Segment
Control End Cumulative Segment Excluded Cumulative Segment Excluded Travel Platoon Delay Segment Passing
Point Segment # Time Time Time Distance Distance Distance Speed Size Type Delay Score
Note: Segment 25 (Dade County) is excluded from the "OVERALL" measurements,
60.0
50.0
IL
40.0
o
y
30.0
a
rn
0
rn
`
20.0
m
Q
10.0
0.0
0.000
20.000 40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS
-� SEG. SPEED-------� AVG. POSTED SPEED
US -1 NORTHBOUND TRAVEL SPEEDS
SUNDAY, 03-01-15, 15:30 TO 18:05
_ I
I ROAD/DIRECTION:
US-1, Southbound
DEFINITION OF DELAY
TYPES OF DELAY {
I OBSERVERS:
AE
LT = Left Turn
CS = Construction I
I WEATHER/CONDITIONS: _
Clear
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus I
I DAY/DATE:
Sunday, March 1, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle I
I START TIME @ C SOUND RD:
11:15:00 AM
DB = Drawbridge
AC = Accident I
I FINISH TIME @ COW KEY BR:
02:30:40 PM
CG = Congestion
= Special Event {
Segment
Control End
Cumulative
Segment
Excluded Cumulative Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segment #
—------- ---- ---
Time
-- ----- —
Time
---- —
Time Distance Distance
---- — ------ — ---- —
Distance Speed Size
---- — ---- — ---- —
Type Delay Score
---- ------
Card Sound Rd Begin
00:00:00
00:00:00
0.000 0.000
— —
-- —
— —
County Line sign 25
00:15.10
00:15;10
13.918 13.918
55:?.w.._
)
..
G9052400.25:49m
0010:39
. ..._
20141__ t3r223,
.... ......N.....
351m_...... 10+
CG3je 00,0305
Atlantic Blvd 23
00:35:07
00:09:18
_ ,y _
26.943 6.802
„_
43.9 10+
TS 00:00:15 10
Ocean Blvd_ _ _, 22
00 45.01.........
00:09:54
_ _ 34.963............. 8.020
48.8.... __..
_....... 14 .1
16
012214
0012:05
i} �150
01:35:19
00:03:05
14
01:42:30
00:07:11
13
01:5310
__
00:10:40
12
02:00:45
00:07:35
11
02:08:53
00:08:08
72.239_ 6.382 53.
......... ......... ..........................._._...__.
79.501 7.262 40.8 10+
1 Rockland Or ............ µ 30239:40 00:02:13 117.026 1,507 40.8 10+ {
J_Kej Haven Blvd 2 02:43:46 00:04:06 120.912 3.886 56.9 2 .
I Cow Key Bridge jNI 1 02 46 04 00 02:18 122.020 1.108 28.9 TS 00.00*37
OVERALL 02 30.54 00:00.09 108,102 0.033 43.0 00:12:05 32
Note: Segment 25 (Dade County) is excluded from the "OVERALL" measurements.
60.0
SUNDAY, 03-01-15, 11:15 TO 14:30
ROAD/DIRECTION:
US-1, Northbound
DEFINITION OF DELAY
TYPES OF DELAY
J OBSERVERS:
NH
LT = Left Turn
CS = Construction
WEATHER/CONDITIONS:
Clear
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
DAY/DATE:
Monday, March 2, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle
START TIME @ COW KEY BR:
04:00:00 PM
DB = Drawbridge
AC = Accident
FINISH TIME @ C SOUND RD:
06:26:13 PM
CG = Congestion
= Special Event
Segment
Control End
Cumulative Segment
Excluded Cumulative Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segment#
Time Time
Time Distance Distance
Distance Speed Size
Type Delay Score
—--------- ----- ---
Cow Key Bridge_(N) Begin
-- —
00 00:00� 00 00 00
0.000 0.000
— —
Kev Haven Blvd 1
_
00:02:04 06:02:04
1.111 1.111
32.3 3
TS 00.00 27 3 I
9
00 31,:13 _
00 02_26_
25.336 .,
2.047
50.5
10
004E6.&
00:04:51
88.737
3.401
42.1 5 TS 00-: 0108
11
0043:57
000753
35.765
7.028
53.5
12
00:51:05
00:07:09
42.552
6.787
57.1
13 N
N 01:02:16
......._
00:11:11
.........
49.796
_u__...
7.244
38.9 10+ TS 00:00:47
_
.h_Br(S]
14
01:09:48
00 07 32
56.296.
6.500
51.8 3
L_
15
01 12.43
P0:qZ.H
58.849_
2.553 _
52.5
(NI
16
01:23:41
00:10:58
68B92
9.843
53.9
--
ne sign 24 02:12:02 00:06:39 -108.156 6.207 56.0
Note. Segment 25 (Dade County) is excluded from the "OVERALL" measurements.
70.0
60.0
_
50.0
2
IL
40.0
d
d
G.
N
30.0
d
co
r,0
20.0
Q
10.0
0.0
0.000
20.000 40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS
- 0-- SEG. SPEED ------• AVG. POSTED SPEED
US -1 NORTHBOUND TRAVEL SPEEDS
MONDAY, 03-02-15, 16:00 TO 18:30
ROAD/DIRECTION:
US-1, Southbound DEFINITION OF DELAY
TYPES OF DELAY
I OBSERVERS:
AE
LT = Left Turn
CS = Construction I
WEATHER/CONDITIONS:
Clear Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
DAY/DATE:
Monday, March 2, 2015 Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle
I START TIME @ C SOUND RD:
11:45:00 AM
DB = Drawbridge
AC = Accident
I FINISH TIME @ COW KEY BR:
02:30:40 PM
CG = Congestion
= Special Event
Segment
Control End
Cumulative
Segment
Excluded Cumulative
Segment
Excluded Travel Platoon Delay Segment Passing
Point Segment #
- ------ --- --- --
Time
---- -
Time
----- -
Time Distance
---- - ------ -
Distance
-----
Distance Speed Size Type Delay Score
-- - ---- -- ---- ------ --- -
Card Sound,Rd r,—,— _Begin
00:00:00
00 00 00
0.000
-
0_000
-----
County Line si n ... 25 _
00:17:04........
00 17:04
13.848
_ 13846
48.7
13
1 Lonjg Beach Dr
.9
Hams Ch Br (N,
109.667
3,_
,961
4m ......... m — _...- - _
Boca Chita Rd
4
02:36:45
00:07:07
115.434
5.767
48.6
Rockland Dr
3 ._
, .. 02:39:03 _.
00 0218 .
116.936
1502.
39.2
Key Hagen Blvd
. ,
2
02:43:00
00 03 57
120.829
3.893
59.1 2
Cow Key Bridge (Nj
_ 1,
02:45:40
00:02:40
121 931
1.102�
24.8 �1 0+ `TSQ2) 00 00.47
OVERALL
02:28 36 00:00:36�
108.085
_ _ _
0.141 43.8 00:06..46 48
Note: Segment 25 (Dade County) is
excluded from the "OVERALL" measurements.
US - I SOUTHBOUND TRAVEL SPEEDS
MONDAY, 03-02-15,11:45 TO 02:30
70.0
60.0
--- - --------
50.0
IL
--- ---
40.0
CL
30.0
Of
20.0
10.0
0.0
0.000 20.000
40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
IFILE:030213.XLS
SEG. SPEED -------AVG. SPEED
I ROAD/DIRECTION:
USA Northbound
DEFINITION OF DELAY
TYPES OF DELAY
I OBSERVERS:
NH
LT = Left Turn
CS = Construction
WEATHER/CONDITIONS:
Clear/Sunny/Cool
Delay begins @
5 mph
RT = Right Turn
SB = School Bus
I DAY/DATE:
Tuesday, March 3, 2015
Delay ends @ 15
mph
TS = Traffic Signal
EV = Emergency Vehicle
START TIME @ COW KEY BR:
01:45:00 PM
DB = Drawbridge
AC = Accident
I FINISH TIME @ C SOUND RD.,
04:26:33
CG = Congestion
= Special Event
I
Segment
Control
End
Cumulative
Segment
Excluded Cumulative
Segment
Excluded Travel Platoon
Delay Segment
Passing
Point Segment#
Time
Time
Time Distance
Distance
Distance Speed Size
Type Delay
Score
---------- ----
- Cow Key Bridge (N)
---
Begin
- --
00:00:00
-
00:00:00
- ---- - --- ---
0.000
-
0.000
-- - - ---- - ---- --
---- ------
--- -
Key Haven Blvd.... _
„
00 01 49
00:01:49
1A18
m
Rockland Dr
_1.
2
00 05 47
00 03 58
_ _
5.013
3.895
58.9_
4 J
Boca Chlca Rd
3
00:07:39
00:01:52
6.516
1.503
48.3
......
1
Hams Ch Br (N)_._
4
00:14:21
00,06:42
12.28Q
5.764
�., ,
51.8
� Bow Channel Br (N}
a_x , 5
_
00:19:27 _
00:05:06
_ __
16.241
3.961
_
46.6
Spanish Main Dr
6
0022:40
00:03:13
1,8776
2.535
47.3 _
-
J
I E Shore Dr
7
00:25:33
00:02:53
20.993
2.217
46.1
_ Torch -Ramrod Br (S1 -
_ 8
00:28:26
00:02:53
23.292
2.299
�.
47.8_
N Pine Ch Br [N
_ 9
00.30:57
00:02:31
25.345
2.053
48.9
Long Beach Dr
10
00:36:05
00:05:08
_,..
28 750
3,.405
39.8 4
RT 00:00:06
1 l
L 7 Mile Br,(S,} ......... v
11
00:44:38
00:08:33
-_�- ._ _
35.764
7.014
�._
49.2
7-Mile_Br (N)
12
00:52:20
00 07 42
42.557_
6.793
52.9
J
Coco Plum Dr
13
01:05:33
00 13.13
_ _
00 00 22
_
7.249
0.020 33.6 [2F813,
RT 00_ :04:02
25
.Toms HarborCh BrS�
_ 14
01:12:43
-49.806
56.207
6.401
53 6 3
_
2 _ _l
l_ Long Key Br (SZ
15
_ 01:15:38
00:02:55
58.549
2.642
_ _
54..3..
�
C-905 23 02:19:14 00:10:02 101.939
6.824
40.8
Coup Linesi n 24 02:26:46 00:07:32 108148
6.209
49.5
Card Sound Rd 25 02:41:33 00:14:47 122.000
13.852
56.2
_
OVERA L �02:26:46 00:0022
108.148
0.020 44.3�
Note: Segment 25 (Dade County) is excluded from the "OVERALL" measurements.
70.0
TUESDAY, 03-03-15, 13:45 TO 16:30
60.0
_ 50.0
2
a
`•' 40.0
d
d
a
N 30.0
d
�0
20.0
Q
10.0
0.0
0.000 20.000 40.000 60.000 60.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XL5
-♦- SEG. SPEED -------• AVG. POSTED SPEED
US -1 NORTHBOUND TRAVEL SPEEDS
ROADIDIRECTION:
US-1, Southbound
DEFINITION OF DELAY
TYPES OF DELAY
J OBSERVERS:
AE
LT = Left Turn
CS = Construction
WEATHER/CONDITIONS:
Clear/Sunny
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
DAY/DATE:
Tuesday, March 3, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle
START TIME @ C SOUND RD:
09:30:00 AM
DB = Drawbridge
AC = Accident
FINISH TIME @ COW KEY BR:
12:09:46 PM
CG = Congestion
= Special Event
Segment
Control End
Cumulative Segment
Excluded Cumulative Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segmentft
Time Time
Time Distance Distance
Distance Speed Size
Type Delay Score
Note: Segment 25 (Dade County) is excluded from the 'OVERALL' measurements.
US -1 SOUTHBOUND TRAVEL SPEEDS
TUESDAY, 03-03-15, 9:30 TO 12:10
70.0
60.0
.-. 50.0
2
IL
d
d
N 30.0
d
Of
20.0
Q
10.0
0.0
0.000 20.000
40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS
SEG. SPEED ------• AVG. SPEED
ROAD/DIRECTION:
US-1, Northbound
DEFINITION OF DELAY
TYPES OF DELAY
]OBSERVERS:
NH
LT = Left Turn
CS = Construction
I WEATHER/CONDITIONS:
Clear/Sunny/Cool
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
I DAY/DATE:
Wednesday, March 4, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle
I START TIME @ COW KEY BR:
01:30:00 PM
DB = Drawbridge
AC = Accident
FINISH TIME (d C SOUND RD:
04:06:14 PM
CG = Congestion
= Special Event
Segment
Control End
Cumulative Segment
Excluded Cumulative Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segment#
Time Time
Time Distance Distance
Distance Speed Size
Type Delay Score
Cow Key Bndge (N} _ Begin
00 00:00 00:00:00
0.000 0.000
Key Haven Blvd 1
00:01:34 00:01:34
1.119 1.119
42.9
4
Rockland Dr 2
00:05:28 00 03:54
5.015 3.896
59,9
3
Boca Chica Rd 3
00:07:20 00:01:52
m
6.511 1.496
48.1
-1
Hams Ch Br (N) 4
00.13:43 00 06:23
.......w _ 12276 5.705
54.2
9
- 1'—
0
Z61.1
1
21 0152:250010:23'
d 22 02:0413_ 0011:48
23 02:13:25 00:09:12
_ _ _ . ___
�•����� uc.ci.w uu.uu.uu lub.}J/ u.uuu 4b.0 00V4132 59
Note: Segment 25 (Dade County) is excluded from the "OVERALL" measurements.
70.0
WEDNESDAY, 03-04-15,13:30 TO 16:10
60.0
.-. 50.0
2
IL
-- IT
40.0
v
m
d
a
fA 30.0
d
Of
lC
20.0
4
10.0
0.0
0.000 20.000 40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS
-*- SEG. SPEED -------• AVG. POSTED SPEED
US -1 NORTHBOUND TRAVEL SPEEDS
I ROAD/DIRECTION:
US-1, Southbound
DEFINITION OF DELAY
TYPES OF DELAY
I OBSERVERS:
AE
LT = Left Turn
CS = Construction
I WEATHER/CONDITIONS:
Clear/Sunny/Cool
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
DAY/DATE:
Wednesday, March 4, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle j
I START TIME @ C SOUND RD:
09:45:00 AM
DB = Drawbridge
AC = Accident
FINISH TIME @ COW KEY BW
12:22:41 PM
CG = Congestion
= Special Event
Segment
Control End
Cumulative Segment
Excluded Cumulative Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segment #
Time Time
Time Distance Distance
Distance Speed Size
Type Delay Score
Card Sound Rd Been_
00,00:00 00:00t00
_— 0.000 0.000
— — -
_
Coin L-ine sign __ 25,_.
00;14:51 00:14:51
13.849 13.849
56.0 10+
-e I
i41_ ... _...... i uo.cq.......
..........
....... os.[a[
4.463
CL3
10+_ 00:00:25,,,
i) 16 �,0120:01
001137
................
63.140
9.848
..... .... .........
50.9
,,LT
:h Br (S) 15 01 23:16
00 03:15 -
65.781
2.641
48.8 �
10+
14 01 r31.10 ...
-1 07:54 _ .._
_
72.167
6.386
.. 48.5
__..
10+
_ 13� 01:43:08
00 1,1:58
.....,
79.428
7.261
W
36 4
_
10+ TSt21 00 00:40 ... u,. m_ 3
12 01:51:56
00.08:48
88.218
6.790
,
46.3
r 11 01:59:01
00.07:05
93.229
7,011
59A
10+
L Hams Ch Br .. u..
02:23:04
00 05;24
10694 .
.
3 .973973
,.
44.1...... i0+
!,v Boca Chica Rd 4
0229 48 -
00:06:44
,9
115.449
5.755
51.3
Rockland Dr 3
02:31:45
OOg01:57
116.956
1.507
46.4___
Key Haven Blvd 2
02:35:45
_ .a...
00 04:00
,...
120.843
3.807
58.3....... 2
Cow Key Bridge,(N1 1
02:37:41
00.01:56
121.944
1.101
34.2 6 TS 00:00:10 - 7
OVERALL
02.22:50 00:00 34
108.095
0 042 45.6 00 M 32 29
Note: Segment 25 (Dade County) is excluded from
the "OVERALL" measurements.
US - I SOUTHBOUND TRAVEL SPEEDS
WEDNESDAY, 03-04-15,09:45 TO 12:25
70.0
60.0
50.0
t ------------ :0
L
CL
U) 30.0
d)
m
126
20.0
10.0
0.0
. . . . . . -
0.000 20.000
40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
IFILE:030213.XLS
SEG. SPEED-------AVG. SPEED
I ROAD/DIRECTION:
US-1, Northbound
DEFINITION OF DELAY
TYPES OF DELAY
J OBSERVERS:
NH
LT = Left Turn
CS = Construction
I WEATHERICONDITIONS:
Clear/Sunny
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
DAY/DATE:
Thursday, March 5, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle
I START TIME @ COW KEY BR:
02:00:00 PM
DB = Drawbridge
AC = Accident
FINISH TIME @ C SOUND RD:
04:45:39 PM
CG = Congestion
= Special Event
Segment
Control End
Cumulative
Segment
Excluded Cumulative Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segment #
—------------------- ---
--------------------- ----
Time
---------- =--------
---------- ---------
Time
Time Distance Distance
=------= =--------- =--------- =
--------- ---------- ---------- -
Distance Speed Size
-------- =------= = ------ ---
--------- -------- - ------ ---
Type Delay Score
--------------- ----- =
-------------- ------ -
Cow Key Bridge (N) Begun
00:00:00
00 00 00
0.000 0.000
Key Haven Blvd ... 1
-
00:01:39
00:01:39
1.129 1.129
41,1 ..
.. 2
8 00:28:32
fka
8
23 02:22:32
Note: Segment 25 (Dade County) is excluded from the "OVERALL" measurements.
6
US -1 NORTHBOUND TRAVEL SPEEDS
THURSDAY, 03-05-15, 14:00 TO 16:45
60.0
50.0TT
.T
s_s
40,0
IL
Zo
d
30.0
a
U)
m
cm
20.0
a'
10.0
0.0
0.000
20.000 40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS
0 SEG. SPEED-------AVG. POSTED SPEED
I ROAD/DIRECTION:
US-1, Southbound
DEFINITION OF DELAY
TYPES OF DELAY
I OBSERVERS:
WEATHER/CONDITIONS.
AE
Cloudy
Delay begins @ 5 mph
LT = Left Turn
RT = Right Turn
CS = Construction
SB = School Bus
DAY/DATE:
Thursday, March 5, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle
START TIME @ C SOUND RD:
9:45:00 AM
DB = Drawbridge
AC = Accident
FINISH TIME @ COW KEY BR:
12:17:17 PM
CG = Congestion
= Special Event
Control End
Cumulative Segment
Excluded Cumulative Segment
Segment
Excluded Travel Platoon
Delay Segment Passing
- ----Point
-------Segment #-
- ----- - -- ---- - -
Time Time
-- -- ----- -
---Time- Distance Distance
Distance Speed Size
Type Delay Score
Card Sound Rd .Begin
00.00:00 00:00;00
0.000 0 000
Cpu� Line si* _ 25
00:14:25 00:14:25
_
13.000 13.686
57 8
0+
_..... .._
3 02 26:31
uzn voz uu:uu:uu 106.072 0.000 47.0 00-01-3 447
Note: Segment 25 (Dade County) is excluded from the "OVERALL" measurements.
US -1 SOUTHBOUND TRAVEL SPEEDS
THURSDAY, 03-05-15, 9:45 TO 12:20
70.0
60.0
.� 50.0
a-------
C-- 40.0
--
---
M
m
m
N 30.0�._--
d
Of
20.0
d
Q
10.0
0.0
0.000 20.000
40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS
'� SEG. SPEED----AVG. SPEED
ROAD/DIRECTION:
US-1, Northbound
DEFINITION OF DELAY
TYPES OF DELAY
1 OBSERVERS:
NH
LT = Left Turn
CS = Construction
I WEATHER/CONDITIONS:
Clear/Sunny
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
I DAY/DATE:
Friday, March 6,
2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle
START TIME @ COW KEY BR:
02:30:00 PM
DB = Drawbridge
AC = Accident
I FINISH TIME @ C SOUND RD:
05:43:00 PM
CG = Congestion
= Special Event
Segment
Control End
Cumulative
Segment
Excluded Cumulative Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segment#
- ----- - — -- -
Time
-- —
Time
Time Distance Distance
Distance Speed Size
Type Delay Score
Cow Key Bridge IN) Begin
00 00.00.
---- -
00:00:00
---- - ----- - ----- -
0.000 0.000
----- - — ---
— —
--- ------ --- -
- -
Key Haven Blvd ...... ... 1
._ _00 01.34.._..
00:01:34
1.109..... 1.109
42.5.._
Rockland Dr 2
00:06:10
00:04:36
5 009 _ 3.900_
50..9
5 '
Boca Chica Rd 3
00:07:55
00:01:45
6.515 1.506
51.6
Hams ChBrN... 4
014:37_................
__.._... 12.261 ......
1500:06:42 ...
N Pine Ch Br (N_ 9
Lon Beach Dr „— a w 10
7-Mile Br
7-Mile Br (N),, _ 12
15
88 6.403
3
23... 02:25:59 00:09:23 ... _........_ ...�..�._..101.916..... 6.829 ...... ........... ..437.. 10+ ...TS 00:00:33 -1
j2:34 _ County Line sign _ 24-„0:19 00:07:20 108.155 6.239 5i.0
,j., :Card Sound Rd 25,_ 02:49:27 00:15:08 121.972 13.817 54.8 -- -8
OVERALL 02:34:19 0014:09 108.155 1264 45.8 00:17:51 14
Note: Segment 25 (Dade County) is excluded from the "OVERALL" measurements.
US -1 NORTHBOUND TRAVEL SPEEDS
FRIDAY, 03-06-15, 14:30 TO 17:45
60.0
50.0
i
L___________
,
IL
2
M
y
30.0
a
U)
d
rn
m
`m
20.0
— -- - -- --- - - _ _ - —...-
a'
10.0
0.0
0.000
20.000 40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS
0 SEG. SPEED-------AVG. POSTED SPEED
ROAD/DIRECTION:
US-1, Southbound
DEFINITION OF DELAY
TYPES OF DELAY
I OBSERVERS:
AE
LT = Left Turn
CS = Construction I
WEATHER/CONDITIONS:
Clear
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
I DAY/DATE:
Friday, March 6, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle I
START TIME @ C SOUND RD:
10:15:00 AM
DB = Drawbridge
AC = Accident
I FINISH TIME @1 COW KEY BR:
01:27:00 PM
CG = Congestion
= Special Event �
Segment
Control End
Cumulative Segment
Excluded Cumulative Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segment #
Time Time
Time Distance Distance
Distance Speed Size
Type Delay Score
Note: Segment 25 (Dade County) is excluded from the "OVERALL" measurements,
US -1 SOUTHBOUND TRAVEL SPEEDS
FRIDAY, 03-06-15, 10:15 TO 13:30
70.0
60.0
= 50.0
0 -----------
40.0
CL
m
d
co
d 20.0
10.0
0.0
0.000 20.000 40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS SEG. SPEED ------- AVG.SPEED
ROADIDIRECTION:
US-1, Northbound
DEFINITION OF DELAY
TYPES OF DELAY
J OBSERVERS:
NH
LT = Left Turn
CS = Construction I
I WEATHER/CONDITIONS:
Clear
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus l
DAY/DATE:
Saturday, March 7, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle
START TIME @ COW KEY BR:
03:00:00 PM
DB = Drawbridge
AC = Accident
I FINISH TIME @ C SOUND RD:
05:40:11 PM
CG = Congestion
= Special Event
Segment
Control End
Cumulative Segment
Excluded Cumulative Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segment#
Time Time
Time Distance Distance
Distance Speed Size
Type Delay Score
Cow Key Bridge (N) Begin
00:00:00 00:00:00
0.000 0.000
—
Key Haven Blvd...._ 1..__
_ 00 01:47 ., .. 00:01.:47
_ _-------- 1.119 _ 1.119
37.6 3
TS 00.00:05 ....... 2 J
3
0 6.400 54.1
__.............
Ocean Blvd
21
....---....
01:5939
_
00:09:51 00:00:30
87.105
5.731
0.062 36.4
10+ ACY TS 00:00:41 2
Atlantic Blvd
02:09:27
00:09:48
95.137
8.032
49.2
10+ TS 00:00:10 6
C-905
LL„622
23
02:17:45
0008:18
101.963
6.826
49.3
5
County Line sign
"24
02;24.45
00:07:00
108.176
6.213
53.3
_
Card Sound Rd
25
02:4011
00:15:26
122.029
13.853
53.9 F
-" u -4 "
_
OVERALL f
02:24:45 00:00:30
108.176
0.062 45.0
00:07:57 27
Note: Segment 25 (Dade County) is
excluded from the "OVERALL" measurements.
70.0
60.0
50.0
.-.
2
IL
ao.o
V
m
m
a
N
30.0
d
cml0
I-
20.0
>
Q
10.0
0.0
0.000 20.000
40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS
SEG. SPEED ------• AVG. POSTED SPEED
US -1 NORTHBOUND TRAVEL SPEEDS
SATURDAY, 03-07-15,15:00 TO 17:40
i
ROAD/DIRECTION:
US-1, Southbound
DEFINITION OF DELAY
TYPES OF DELAY
J OBSERVERS:
AE
LT = Left Turn
CS = Construction
WEATHER/CONDITIONS:
Cloudy/Slight Rain
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
I DAY/DATE:
Saturday, March 7, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle
I START TIME @ C SOUND RD:
11:30:00 AM
DB = Drawbridge
AC = Accident I
I FINISH TIME @ COW KEY BR:
02:20:38 PM
CG = Congestion
= Special Event I
Segment
Control End
Cumulative Segment
Excluded Cumulative Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segmentft
Time Time
Time Distance Distance
Distance Speed Size
Type Delay Score
-------- ---- ---
Card Sound Rd Begin
-- ----- - ----
00:00:00 00:00:00
- ---- - ------ - ----- -
0.000 0.000
----- - -- - ----
— —
— --- --- -- --- -
-
County Line Line sign .....00y15:24,,,,,,,
00:1524 .
_ 13.860,,,,,, 13.860
54.0... 10*
_ 4 . I
17 01:19:23 00:05:11 53.313 4.465
-
.... __.. .
16 01:31:24 00:12:01 63.162 9.849
(S) 15 01:34:43 00:03:19 65.802 2.640
14 01:43:10 00:08:27 72.192 6.390 —�
. ...... .. _...... .. ................ _.
13 01:53:59 00:10:49 79.456 7.264
Hams Ch Br (N) _
5
_--02:34:59
00:05:06
109.715 M
3.963
46.6
--
Boca Chita Rd
4
02:42:18
_A....
00:07:19
.
115.481
..i-
5.��76
47.3
Rockland Df
3
02:44:36
00:02:18
116.988
1.507
39.3
Key Haven Blvd
2
02:48:36
00:04:00
120.870
3.882
58.2
Cow Key Bride (N�
1
02:50:38
00:02:02
121.901'
1.111
32.8
OVERALL
„
02:35:14 00:00:00
108.121
_
0.000 41.8
Note: Segment 25 (Dade County) is excluded from the "OVERALL" measurements.
10+ TS 00:00:07
10+ — TS 00:00:17 11
70.0
60.0
50.0
=
IL
v
m
m
N 30.0
d
20.0
Q
10.0
0.0
0.000 20.000
40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS
o SEG. SPEED-------AVG. SPEED
US -1 SOUTHBOUND TRAVEL SPEEDS
SATURDAY, 03-07-15, 11:30 TO 14:25
,
ROAD/DIRECTION:
US-1, Northbound
DEFINITION OF DELAY
TYPES OF DELAY
OBSERVERS:
NH
LT = Left Turn
CS = Construction
WEATHER/CONDITIONS:
Scattered Showers
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
DAY/DATE:
Sunday, March 8, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle
START TIME @ COW KEY BR:
11:30:00 AM
DB = Drawbridge
AC = Accident
FINISH TIME @ C SOUND RD:
02:15:33 PM
CG = Congestion
= Special Event
Segment
Control End
Cumulative Segment
Excluded Cumulative Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segment #
Time Time
Time Distance Distance
Distance Speed Size
Type Delay Score
Cow Key Bridge (N) Begin
_._00.00:0000:0000
_— 0.000 0.000
00
0+
J_ _a
uu:44:L4
uu.u3:5r uu:oo:45
25.313
2.055
0.143 35.9
1,0+ CS 00:00:45
10
00:40:18
00 05:54 00:01:01
28.775
3.402
0 304 38.1
10+ CS, TS 00
11
00 48:05
00:07:47 _
35.808
7.033
54.2
_ 12 ...
— 00:56:57
---- -- 2 - __ __ m
42,607
6,799
46.0
10+
_ 13
01:09:17
00 12 20
49.861
_ ,..
7.254
35.3
10+ TS[3) 00 01
r_Br (S ) 14 ,
wY 01:17:07
00:07:50 - .
58.261
6.400 '
_
49.0
,06
� m 10+
15
_01:20:16
00:03:09
58.903
2.642
_
50.3
uc.au:4r uu:uo:zj 1U0.240 1.293 44.4 00:09:51 31
Note: Segment 25 (Dade County) is excluded from the "OVERALL" measurements.
MO
60.0
50.0
_
2
a
m
d
a
V)
30.0
d
A
20.0
Q
10.0
0.0
0.000 20.000
40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS
- * SEG. SPEED-------AVG. POSTED SPEED
US -1 NORTHBOUND TRAVEL SPEEDS
SUNDAY, 03-08-15, 11:30 TO 14:15
I ROAD/DIRECTION:
US-1, Southbound
DEFINITION OF DELAY
TYPES OF DELAY
I
I OBSERVERS:
AE
LT = Left Turn
CS = Construction
I WEATHER/CONDITIONS:
Rainy
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
I
I DAY/DATE:
Sunday, March 8, 2015
Delay ends @ 15 mph
T5 =Traffic Signal
EV =Emergency Vehicle I
I START TIME @ C SOUND RD:
03:15:00 PM
DB = Drawbridge
AC = Accident
FINISH TIME @ COW KEY BR:
05:52:09 PM
CG = Congestion
= Special Event
Control End
Cumulative
Segment
Excluded Cumulative Segment
Segment
Excluded Travel Platoon
Delay Segment
Passing
Point — — Segment #
Time
Time
Time Distance Distance
Distance Speed Size
Type Delay
Score
Card Sound Rd Begin
_ 00 00:00
00 00:00
0 000
Counter Line sign _ 25
00 14:42
00 14:42
13 862 13.862
56.6 10+
6
C 90,'5 24
00 21, 51 _
00 07:09
_
24.075 6.213
52.1 10+
L"c AtlanBlvd .� _ 23
00 31:41
00 09;50
_ 26.889 6.814
41.6 10+
�TS(2j� 00 01 06
6
Ocean Blvd „_ _ ____ __ 22
_ 00:40:57
00:09:18
34.907"' 8.018
m
51.9 �
_6 I
_ ....._
Y I. 1". 1"
UU.UD:Ir
DJ.Jia
4.464
50.7 10+
16
01 25:57
00 11:43
_ _
63.161
9.847
...... _
504
01 29:09
00 03:12 -
_ 85.802
2.641
49,5
_
00.0706
72.190
388
_ _�.
54.0�
13
01 45 37
00:09:22
79.448
_8 _.
7.258
46.5 5 TS.w 00:00:13
12
01:53:52
00:08t.15
862%
6.790
49A 10+
11
....... ,�,
02 02.14
_ nn.m.e' ...
00 08:22
nn.ne...e .... _
93.257
....... ..
7.019
,,. .....
50.3 _ ..w. 3
_... ..
6
-5^A ,,,,,_••``� vl..+l IG Lao1 I. IUD _ 4J.0 _ 6 3
OVERALL 02:22:27 00=:00 10811l3 0.000 ' 45,5 DOt08:45 3
Note: Segment 25 (Dade County) is excluded from the "OVERALL" measurements.
SUNDAY, 03-0
70.0
8-15, 15:15 TO 17:55
ROAD/DIRECTION:
US-1, Northbound
DEFINITION OF DELAY
TYPES OF DELAY
J OBSERVERS:
NH
LT = Left Turn
CS = Construction i
WEATHER/CONDITIONS:
Clear/Sunny
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
DAY/DATE:
Monday, March 9, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle
START TIME @ COW KEY BR.
12:00:00 PM
DB = Drawbridge
AC = Accident i
FINISH TIME @ C SOUND RD:
2:33:27 PM
CG = Congestion
= Special Event
Segment
Control End
Cumulative Segment
Excluded Cumulative Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segment #
Time Time
Time Distance Distance
Distance Speed Size
Type Delay Score
Note: Segment 25 (Dade County) is excluded from the "OVERALL" measurements.
70.0
MONDAY, 03-09-15, 12:00 TO 14:35
60.0
_ 50.0
IL
`-' 40.0
d
d
a
N 30.0
CD
Cf
l0
20.0
Q
10.0
0.0
0.000 20.000 40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS
+SEG. SPEED -------- AVG. POSTED SPEED
US -1 NORTHBOUND TRAVEL SPEEDS
ROADIDIRECTION: US-1, Southbound
I OBSERVERS: AE
I WEATHER/CONDITIONS: Sunny/Clear
I DAY/DATE: Monday, March 9, 2015
START TIME aQ C SOUND RD: 03:45:00 PM
FINISH TIME @ COW KEY BR: 06:15:19 PM
DEFINITION OF DELAY TYPES OF DELAY
LT = Left Turn
CS = Construction
Delay begins @ 5 mph RT = Right Turn
SB = School Bus
Delay ends @ 15 mph TS = Traffic Signal
EV = Emergency Vehicle
DB = Drawbridge
AC = Accident
CG = Congestion
= Special Event I
Segment
Control
End
Cumulative
Segment
Excluded Cumulative
Segment
Excluded Travel Platoon Delay Segment Passing
Point
Segment#
Time
Time
Time Distance
Distance
Distance Speed Size Type Delay Score
Card Sound Rd
—„ Be !j
00:00:00
00:00:00
— 0.000
0.000
County Line sion
25
00:13:33
00:13*33
u_
13.US
13 tiaa
A s
11
10
..-... _.
Is
�•���� vc,. I o.yo uu.uu.uu luo.luu uAUu 41.4
Note: Segment 25 (Dade County) is excluded from the "OVERALL" measurements.
-3
US -1 SOUTHBOUND TRAVEL SPEEDS
MONDAY, 03-09-15, 15:45 TO 18:15
70.0
60.0
so.0
--
-----------
=
'
;
'
IL
------
.0
d
d
W 30.0
---_s_ �_ ..�® __�®_.®
d
C0
20.0
Q
10.0
0.0
0.000
20.000 40.000 60.000 80.000 100.000 120,000 140.000
Mile Marker
FILE:030213.XLS - s SEG. SPEED-----AVG. SPEED
ROAD/DIRECTION:
USA Northbound
DEFINITION OF DELAY
TYPES OF DELAY
I OBSERVERS:
I WEATHER/CONDITIONS:
NH
Sunny/Clear
Delay begins @ 5 mph
LT = Left Turn
RT = Right Turn
CS = Construction
SB = School Bus
DAY/DATE:
Tuesday, March 10, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle I
START TIME @ COW KEY BR:
10:45:00 AM
DB = Drawbridge
AC = Accident I
FINISH TIME @ C SOUND RD:
01:18:29 PM
CC = Congestion
= Special Event
Control End
Cumulative Segment
Exduded Cumulative Segment
Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segment #
Time Time
— Time — —Distance — Distance
Distance Speed Size
Type Delay Score
Cow Key Bridge (N) Begm
00:00:00 00 00:00
0.000 0.000
-- ------ -- —
Key Haven Blvd _ _1
00:01:35 _ 00 01:35
1.119 1.119
424
�
Pine Ch Br (N)_ 9
.2
15
........... ......
16
1
Card Sound Rd .__ 25 02:33:29 00 14:57 122 018 13.847 55.6 _2
OVERALL 02'18:32 00:00 00 108.169 0.000 46.8 m " 00:02:14 42
Note: Segment 25 (Dade County) is exduded from the "OVERALL" measurements.
70.0
60.0
50.0
.-.
2
a
--
40.0
V
CDm
a
N
30.0
W
eo
20.0
>
Q
10.0
0.0
0.000 20.000
40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS
s- SEG. SPEED -------• AVG. POSTED SPEED
US -1 NORTHBOUND TRAVEL SPEEDS
TUESDAY, 03-10-15, 10:45 TO 13:20
I ROAD/DIRECTION:
US-1, Southbound
DEFINITION OF DELAY
TYPES OF DELAY
I OBSERVERS:
I WEATHERICONDITIONS:
AE
Sunny/Clear
Delay begins @ 5 mph
LT = Left Turn
RT = Right Turn
CS = Construction
SB = School Bus
I DAY/DATE:
Tuesday, March 10, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle
I START TIME @ C SOUND RD:
02:30:00 PM
DB = Drawbridge
AC = Accident
I FINISH TIME @ COW KEY BR:
05:18:53 PM
CC = Congestion
= Special Event
Control End
Cumulative Segment
Excluded Cumulative Segment
Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segment #
g
Time Time
Time Distance Distance
Distance Speed Size
Type Delay Score
Card Sound Rd a Begin
00:00.00 00.00:00
0.000 0.000-
CountrLinesign_ 25..
_00:13.32 WAS.32
13.852 13.852
614
Ghannel #2 Br LN)_ 17 01:08.28 ,,,, 00:05:53 ._ 53.290 4.463 45.5 10+
6
vc.aa:n uu:uu.uu 105.087 0.000 41,7 00:19:15 34
Note: Segment 25 (Dade County) is excluded from the "OVERALL" measurements.
US -1 SOUTHBOUND TRAVEL SPEEDS
TUESDAY, 03-10-15, 14:30 TO 17:20
70.0
60.0
50.0
=
a
d
d
---
I ROADIDIRECTION:
USA Northbound
DEFINITION OF DELAY
TYPES OF DELAY
J OBSERVERS:
NH
LT = Left Turn
CS = Construction
I WEATHER/CONDITIONS:
Clear/Sunny
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
DAY/DATE:
Wednesday, March 11, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle
START TIME @ COW KEY BR:
10:15:00 AM
DB = Drawbridge
AC = Accident
I FINISH TIME @ C SOUND RD:
12:52:28 PM
CG = Congestion
= Special Event
Segment
Control End
Cumulative Segment
Excluded Cumulative Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segment#
Time Time
Time Distance Distance
Distance Speed Size
Type Delay Score
Cow K Bndge,.(N) Begin
00 00:00 00 00:00
_— 0.000 0,000
KeHaven Blvd _ _ I__
00 02 05 ... --.
... m m .. 1,120._,._ 1.120
32.3 7
TS 00.00.21 1
— r _
9
_ 00 3L'26 .....
00:0245
25.347
2.054
44.8
each Dr
— .,. .
10
00:36:28
00:05:02
28.751
3.404
_ _
40.6 TS 00:00:12
3r (S)
11
00:44:50
00:08;22
35.770
7.019_
„6
50.3 1
3r (N)
12 _
00 52:46
00:07:56 ......
42.564
6.794 �_
51.4
lum Dr
13
01 04 19
00:11:33
49.813 .. _
7.249
37.7 10+ TS(4) 00:01:09 ..mm� 5
arbor Ch Br (S)
a,w
14
01 11:28
00:07:09
56.213
6.400
_
'- 53 7
9y Br_tS}..._
15 _
. 01 14:34
00:03:06
58.854
2.641
51.1
6.206
uu.uu.uu Iu0.100 u,uuu 40.5 170:05-31 39
Note: Segment 25 (Dade County) is excluded from the "OVERALL" measurements.
US -1 NORTHBOUND TRAVEL SPEEDS
WEDNESDAY, 03-11-15, 10:15 TO 12:55
60.0
------, ---------------
-- r--,i
50.0
--- - C_. --
xa
40.0
v
d
30.0____
CL
a>'
co
20.0
m
Q
10.0
0.0
0.000
20.000 40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS
�— SEG. SPEED -------• AVG. POSTED SPEED
ROAD/DIRECTION:
US-1, Southbound
DEFINITION OF DELAY
TYPES OF DELAY
J OBSERVERS:
AE
LT = Left Turn
CS = Construction
WEATHER/CONDITIONS:
Clear
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
DAY/DATE:
Wednesday, March 11, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehide
START TIME @ C SOUND RD:
01:45:00 PM
DB = Drawbridge
AC = Accident
FINISH TIME @ COW KEY BR:
04:32:16 PM
CG = Congestion
= Special Event
Segment
Control End
Cumulative Segment
Exduded Cumulative Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segment #
—------- ---- —
Time Time
— — ---- —
Time Distance Distance
---- — -----
Distance Speed Size
Type Delay Score
Card Sound Rd Be in
00 00w00 00:00:00
- ---- —
0.000 0.000—
---- — ---- — ---- --
--- ------ ---- —
Coun r Line sin _ 25
............ 00 14:33 _ 00:14:33
.. _ 13.854.... 13.854
57.1 10+
r S... __
16„c
__ 01:20:33
00:11:37
63.138
9.945,
it Ch Br (S)
15
01.23:54
00:0321
65.778
2.640
Dr _....
14
01:31:34
00 07:40
72.164
6.386
ILL"
13
014828
_. .........
00:1654 000202.,
79.422
7.258
12
01:56:28
00:08:00
86.212
6.790
i Dr
11 --
02 04:52
00:08:24
93.227
7.015
Ir (N)
10
02.15:58
00:11:06
96.626
3.399
1
Rockland Dr _ ... .... ._ 3 ,,,,,,,__02:41:06 =02:05 __ __._ 116.946 1A99 43.2_ ___ .......... --
Key Haven Blvd 2 02 45:10 00.04:04 120,830 3884 57.3 3
Cow_ Key Bridge (N) 1 02:47:16 00 02.06 121.937^ 1.107 31.6 .�. 10+ TS 00:00:26 5
,..
OVLkALL 02:32:43 �00:04 18 108.083 0 820 43�.4 00:16:31 38
Note: Segment 25 (Dade County) is exduded from the "OVERALL" measurements.
US -1 SOUTHBOUND TRAVEL SPEEDS
WEDNESDAY, 03-11-15,13:45 TO 16:35
70.0
60.0
50.0
=
a
d
m
fn 30.0
d
d 20.0
a'
10.0
0.0
0.000
20.000 40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS
0 SEG. SPEED -------• AVG. SPEED
ROAD/DIRECTION:
US-1, Northbound
DEFINITION OF DELAY
TYPES OF DELAY
J OBSERVERS:
NH
LT = Left Turn
CS = Construction
WEATHER/CONDITIONS:
Clear
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
I DAY/DATE:
Thursday, March 12, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle
i START TIME @ COW KEY BR:
10:00:00 AM
DB = Drawbridge
AC = Accident
FINISH TIME @ C SOUND RD:
12:36:48 PM
CG = Congestion
= Special Event
Segment
Control End
Cumulative Segment
Excluded Cumulative Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segment#
- — -- ---- ---
Time Time
-- ----- - -----
Time Distance Distance
- ---- - --
Distance Speed Size
Type Delay Score
Cow Kepi Bride Begin
00:00:00 00:00:00
-- - -----
0 000 0.000
- ------ - ---- - ----
— ---- ------ --- -
_(N�_
KeyHaven Blvd 1.__.._
._00 01 26.. 00:01_26
_
_ ._ .1.124.... 1.124 "II47.1...
1 . _l
1 N Pine Ch Br LNI_,_ 9 01]
Lon Beach Dr__ 10 0C
i 7-Mile Br(S) 11 OC
J 7-Mile,_BrjNj_ _ 12 0C
I Coco Plum Dr 13 01
3.403
15 0116:09 00:0316 58,870 2A41 48.5
_ 16 0128:52 00:12.43 68.728..... 9.858 46.5... 10+ _...
16
23 0215:08 00:0915. 101.988
6.831
4_43..
5 TS. 00;00:36_._ 1
_._._ .......
CounnL Line sign _ 24 02 22:17 00 07 09 108.198
6.210
......... _ ..........
52.1
1
Card Sound Rd ,. 25 02 36.48 00 14:31 122.1347
13..849
,
_ 57.2
4
_
OVE- _ 02 22 17 00:00:00
108.198
0 000 45.5
_ — 00:02:53 35
Note: Segment 25 (Dade County) is excluded from the "OVERALL" measurements.
70.0
60.0
50.0
_
IL
--
40.0
V
m
m
a
fn
30.0
d
C0
�0
20.0
>
Q
10.0
o.0
0.000
20.000 40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS
s SEG. SPEED -------• AVG. POSTED SPEED
US -1 NORTHBOUND TRAVEL SPEEDS
TH U RS DAY, 03-12-15,10:00 TO 12:40
ii
i
i
I ROADIDIRECTION:
USA Southbound
DEFINITION OF DELAY
TYPES OF DELAY
l OBSERVERS:
AE
LT = Left Turn
CS = Construction
I WEATHER/CONDITIONS:
Cloudy
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
DAY/DATE:
Thursday, March 12, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle
START TIME Q C SOUND RD:
01:45:00 PM
DB = Drawbridge
AC = Accident
I FINISH TIME @ COW KEY BR:
04:22:17 PM
CG = Congestion
= Special Event
Segment
Control End
Cumulative Segment
Excluded Cumulative Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segment#
-------- ---- ---
Time Time
Time Distance Distance
Distance Speed Size
Type Delay Score
Card Sound Rd Benin
-- ----- - ----
00:00:00 00:00:00
- ---- - ------ - ----- -
0.000 0.000
----- - ---- - ---- --
---- ------ --- -
Channel #2
01:08:57
00:0549__
53.298
Long Key Br IS
16
01:21:00 ""
00:12:03
63.146
Toms Harbor Ch Br1"S)
15
01:24:03
_00:03:03_
65.787_
" Coco Plum Dr
14
�13
01:31�15
00:07:12
72.174
7 Mile"Br(N)
""
-01:43:18
001203
79.435—"""
7-Mile Br S
1P
_ 01:50:20
0007t02
86.217
Long Beach Dr
11
01:57:51
00_07:31
93.234
N Pine Ch Br (N)_
..w
10
02:06:03
00r08m12 ,
96.635
Torch -Ramrod Br {,Si _ __
9
02:08:24
66:02:21
98.683
_
E Shore Dr --_
8
02:11:21
00:02:57
100973
Spanish Main Dr
7
02:14:11
00:0250
163.194
Bow Channel BrIN)
6
02:17:09
00:02:58
105.730
.......
Hams Ch Br (N)
5
02:22:05
_ .....................................................
00:04:56
109,59�1
Boca China Rd
4
02:28,44
00 06 39
- 115 459
Rockland Dr ..
3
02:30:49
00:0205
116.959
Key Haven Blvd
2
02:34.43
,.
00:03:54
_ _
120 844
_
Cow Key Bridge (N)
1
3717�00:02:34
_
121.954��
OVERALL
a„02
02:23:20 00:00:00
Note: Segment 25 (Dade County) is excluded from
the "OVERALL" measurements,
53.2
36,2
6T.9
56.0
432
59.8
US -1 SOUTHBOUND TRAVEL SPEEDS
THURSDAY, 03-12-15, 13:45 TO 16:25
70.0
60.0
50.0
=
IL
m
m
N 30.0
d
C!
d 20.0
Q
10.0
0.0
0.000 20.000
40.000 60.000 60.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS
6 SEG. SPEED---•AVG. SPEED
ROAD/DIRECTION:
US-1, Northbound
DEFINITION OF DELAY
TYPES OF DELAY
i OBSERVERS:
NH
LT = Left Turn
CS = Construction
WEATHER/CONDITIONS:
Clear
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
DAY/DATE:
Friday, March 13, 2015
Delay ends ® 15 mph
TS = Traffic Signal
EV = Emergency Vehicle
START TIME @ COW KEY BR:
10:30:00 AM
DB = Drawbridge
AC = Accident
FINISH TIME @ C SOUND RD:
01:20:42 PM
CG = Congestion
= Special Event
Segment
Control End
Cumulative Segment
Excluded Cumulative Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segment#
Time Time
Time Distance Distance
Distance Speed Size
Type Delay Score
Cow Key Bridge (N) Begin_
00 00:00 00:00:00
_- 0.000 0.000
_ Key Haven Blvd ... _ 1
00:01:41 00:0141
.
1.128 1.12Y8
40.2
a Y
( 7-Mile Bra, . ..........
0 00:37:01 00:04:44 28.
OT:bb:44........ 00:04;06 ....... 81.383
u�.oa:io uu:uu.uu 1u8.1r8 0.000 41.8 00:20Z3 59
Note: Segment 25 (Dade County) is excluded from the "OVERALL" measurements.
US -1 NORTHBOUND TRAVEL SPEEDS
FRIDAY, 03-13-15, 10:30 TO 13:20
60.0
50.0
------ i_. -
-
a
2
v
13
d
30.0
a
rn
m
Cl)
20.0--
m
Q
10.0
0.0
0.000 20.000
40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS
6 SEG. SPEED ------• AVG. POSTED SPEED
ROADIDIRECTION:
US-1, Southbound
DEFINITION OF DELAY
TYPES OF DELAY
J OBSERVERS:
AE
LT = Left Turn
CS = Construction
l WEATHER/CONDITIONS:
Clear
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
l DAY/DATE:
Friday, March 13, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle
i START TIME @ C SOUND RD:
02:15:00 PM
DB = Drawbridge
AC = Accident
i FINISH TIME @ COW KEY BR:
05:15:44 PM
CG = Congestion
= Special Event
Segment
Control End
Cumulative
Segment
Excluded Cumulative Segment
Excluded Travel Platoon
Delay Segment
Passing
Point Segment#
Time
Time
Time Distance Distance
Distance Speed Size
Type Delay
Score
Card Sound Rd. Begin
QO 00 00
00:00:00
0.000 0.000
Coin Line sign 25
00 13,52_
00:13:52
_ 13 855 13,.855
_� 59.9
-13
C-905_ 24
00 21:11 .,
00 07.19
_
20.076 8.221
51.0
_
Atlantic Blvd, ___ 23
_
00 30:13
00 09:02
_ 26.873 6.797
45.1 10+
TS 00.00:20
8
Ocean Blvd 22
00.40.32
00;10:19
34.896 8.023
46.7 10+
_
a i
17 01:21:36
_.. _ ........
16 01:34:18
j _ Long Beach Dr,_ I 11
�Hartis Ch Br N
j, j
5
02 40:51
00 04 46
-
109 684
___.. __......_.....__
3.961
.__...
49.9
Boca Chica Rd
4
02 47:42
00.08:51
115.454
5.770
50.5
Rockland Dr
_ _ 3
_ 02,49_28
00 01:46
116 959
1 505
51.1
Haven Blvd
2
02:53:31 _
_
00:04:03
120.840
3.881
57,5" _ 4
Cow Key Bridge (N)
1
. , 03:00:44
00 07:13�
121.941
1.101
9,2 10+ ' " TS(2) 00.06:04 15
OVERALL
02 46:s2 00,13 59
—
... ..........
108 086
.... ............
2.818 41.3 00:34:38 42
_ _.... _............... ...._.... .__ _ ..............._._ ..... ....
Note; Segment 25 (Dade County) is excluded from the "OVERALL" measurements.
US -1 SOUTHBOUND TRAVEL SPEEDS
FRIDAY, 03-13-15, 14:15 TO 17:15
70.0
60.0
50.0
a
v
m
d
N 30.0
d
co
20.0
Q
10.0
0.0
0.000 20.000
40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213ALS
�- SEG. SPEED ------• AVG. SPEED
I
-
i ROAD/DIRECTION:
US-1, Northbound DEFINITION OF DELAY
TYPES OF DELAY
J OBSERVERS:
NH
LT = Lett Turn
CS = Construction
I WEATHER/CONDITIONS:
Clear Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
DAY/DATE:
Saturday, March 14, 2015 Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle
START TIME @ COW KEY BR:
11:00:00 AM
DB = Drawbridge
AC = Accident i
I FINISH TIME @ C SOUND RD:
01:40:10 PM
CG = Congestion
= Special Event {
Segment
Control End
Cumulative
Segment
Excluded Cumulative
Segment
Excluded Travel Platoon Delay Segment Passing
Point Segment #
Time
Time
Time Distance
Distance
Distance Speed Size Type Delay Score
Cow Key Bridge (N) Begin
00 00:00
00 00 00
0.000
— . _ _
K.Haven Blvd ..... _ _ 1
00 02:27
00 02:27
_0.000
1.121
1.121
27.5 10+ TS o0 00:30 -3
15 01:21:11
_ .._ _........................
16 01t34:20
08.
ii■
�•���� UL.LY.9L uu.uu.uu 1uo,l is u.uuu 44.9 00:0429 53
Note: Segment 25 (Dade County) is excluded from the "OVERALL" measurements,
70.0
60.0
50.0
_
TV
IL
m
d
a
CO)30.0
d
co
!0
20.0
Q
10.0
0.0
0.000 20.000
40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS
�— SEG. SPEED -------• AVG. POSTED SPEED
US -1 NORTHBOUND TRAVEL SPEEDS
SATURDAY, 03-14-15,11:00 TO 13:40
ROAD/DIRECTION:
US-1, Southbound
DEFINITION OF DELAY
TYPES OF DELAY
J OBSERVERS:
AE
LT = Left Turn
CS = Construction
WEATHER/CONDITIONS:
Clear
Delay begins @ 5 mph
RT = Right Turn
SB = School Bus
DAY/DATE:
Saturday, March 14, 2015
Delay ends @ 15 mph
TS = Traffic Signal
EV = Emergency Vehicle
START TIME @ C SOUND RD:
02:45:00 PM
DB = Drawbridge
AC = Accident
FINISH TIME @ COW KEY BR:
06:12:41 PM
CG = Congestion
= Special Event
Segment
Control End
Cumulative Segment
Excluded Cumulative Segment
Excluded Travel Platoon
Delay Segment Passing
Point Segment#
Time Time
Time Distance Distance
Distance Speed Size
Type Delay Score
Note: Segment 25 (Dade County) is excluded from the "OVERALL" measurements.
US -1 SOUTHBOUND TRAVEL SPEEDS
SATURDAY, 03-14-15, 14:45 TO 18:15
70.0
60.0
50.0
IL
�- 40.0
CL
m
30.0
Of
d
N 20.0
Q
10.0
0.0
0.000 20.000 40.000 60.000 80.000 100.000 120.000 140.000
Mile Marker
FILE:030213.XLS SEG. SPEED------AVG. SPEED
r_____.______________
2015 TRAFFIC VOLUME SUMMARY
BIG PINE KEY (MM 29): NORTH PINE CHANNEL BRIDGE
Hour
Monday 031092015
Tuesday 03/102015
Wednesday 03/112015
1 Thursday 03/122015
Friday 031132015
Saturday 031142015
Sunday 031152015
Ending
NB
SB
I Total
NB
SB
Total
NB
I SB
Total
NB
SB
Total
NB
SS
Total
NB
SB
I Total
NB
58
I Total
1 AM
41
31
72
54
51
105
3B
40
78
57
48
105
47
42
99
72
78
150
106
72
179
2 AM
35
25
60
36
35
71
3B
29
67
42
35
77
37
31
68
64
55
119
67
45
112
JAM
36
31
67
46
30
76
35
19
54
43
39
82
40
27
67
30
44
74
45
40
95
4 AM
52
46
99
45
42
87
58
43
101
57
50
107
52
45
97
35
34
69
44
30
74
SAM
70
11a
1:8
107
112
219
90
110
200
100
107
207
91
118
209
57
38
95
67
39
106
6 AM
211
340
551
219
307
526
206
326
532
224
270
494
216
341
557
102
64
166
114
91
205
7 AM
405
533
938
386
523
919
432
534
966
"1
476
924
422
562
994
244
157
401
267
119
386
BAM
543
494
1,037
547
506
1,053
606
548
1,154
614
539
1,153
585
544
1,129
434
292
726
419
194
613
SAM
:7fi
532
1,208
651
649
1,300
696
662
1,378
719
652
1,371
697
662
1,359
665
430
1,115
567
430
997
LOAM
849
766
1.615
773
875
1.608
619
815
1,634
B51
833
1,884
846
652
1,698
B31
662
1,493
819
556
1,375
11 AM
830
807
1537
829
957
1,796
854
975
1,829
a90
879
1,769
868
979
1,847
1003
1,a20
869
Bill
1,670
12NOON
742
1027
1,769
78:
993
1,781
741
975
1,716
797
891
1,669
783
BOB
1,681
949
:17
951
1,800
873
B86
1,759
1 PM
711
930
1,541
758
948
1,706
737
974
1,711
789
924
1,612
765
age
1,663
726
1058
1,784
729
B52
1.581
2PM
720
846
1568
734
914
1,648
717
777
1,494
169
822
1,591
754
800
1,554
635
BBfi
1„523
646
836
1.482
3PM
72g
1001
1.730
066
971
:76
1,137
949
950
1,799
891
902
1,793
834
833
1,667
596
835
1,431
589
777
1,366
4PM
793
983
1,776
BOB
1,B42
658
1036
1,894
901
90a
1,909
ago
948
1,805
594
844
1,438
633
850
1A83
5PM
741
921
1A62
874
817
1,691
836
720
1,558
985
844
1,728
831
975
1,806
630
782
1,422
568
669
1,257
6 PM
fiB3
650
1.,333
792
561
1,353
796
597
1,783
820
668
1,488
766
774
1,510
628
734
1,3fi2
SB3
538
1,121
7 PM
511
414
925
529
425
954
527
394
Eel
563
478
1,041
543
603
1,146
2
679
1,223
431
447
878
8 PM
450
295
735
552
323
875
35B
304
662
459
407
B65
477
442
919
497
546
1,043
357
315
672
9 PM
365
196
561
473
211
694
341
206
547
412
317
729
409
314
723
366
391
747
349
228
577
10 PM
260
148
414
273
141
414
345
149
494
336
210
546
298
230
528
325
215
540
215
152
367
11 PM
154
103
257
178
97
275
256
101
380
239
135
374
200
212
412
280
164
444
137
101
239
12 MID-NIGH1
64
61
125
72
62
134
138
66 1
204 1
119 1
65 1
104 1
94
140 1
234
163
129
292
65
62
127
Dally Total
10,679
11 1 BB
21 a67
11 458
11 486
71944
11,353
11,373
22,736
12,023
11,399
23 422
11 515
12 70
23 785
10 390
10 BB7
21 77
9.579
9,130
19,709
AADT'
9 419
9,865
19287
10106
10 131
20 37
10 022
10,031
20 053
Ingm
10.054
20,658
10156
10.BM I
20 97B
9164
9 602
18 766
8149
B 053
16 501
AADT . maw CmmPSeasanat Factor'Asle Factor
5-Day ADT 22,833
7-Day ADT
22,106
2014 Seasonal Factor
0,90
2014 Axle Fedor
0.98
5-Day AADT
20,139
7-Day AADT
19,497
US-1 NON -DIRECTIONAL HOURLY VOLUMES
BIG PINE KEY (MM 29) 03-09-2015 M 03-15-2015
2.000
1.750 ... a
m
1s00 1.250 aW
J
1,000 p
= 750
500.
250
0
1 2 3 4 5 a 7 a 9 10 11 12 13 14 15 19 17 1a 18 20 21 22 23 24
Hour of Day
2015 TRAFFIC VOLUME SUMMARY
MARATHON (MM 50): NORTH OF SOMBRERO BEACH ROAD
Hour
Monday 0310912015
Tuesday 0311012015
Wednesday 031112015
Thursday 03/122015
Friday 031132015
Saturday 031142015
Sunday 0311512015
Ending
NB
SB
I Total
NB
SS
Total
NB
I SB
Total
NB
I SB
Total
NB
SB
Toal
NB
SB
Total
NB
SB
Total
1 AM
115
98
213
107
81
lea
451
98
549
Ila
a1
191
123
91
214
164
155
319
171
123
294
2 AM
65
69
134
58
66
124
167
70
237
49
46
95
65
S9
143
84
91
175
101
91
192
3AM
62
63
125
47
46
93
95
53
140
45
36
at
55
67
122
fig
56
122
60
69
129
4 AM
42
52
94
61
99
160
57
11
115
49
72
121
56
47
103
97
55
152
71
55
126
5 AM
68
77
145
57
77
134
80
Bfi
166
69
100
169
74
75
149
108
84
192
65
30
95
6 AM
134
161
30]
116
164
280
165
145
310
113
155
268
134
150
284
159
139
298
117
92
209
7 AM
302
363
fi65
303
396
699
311
402
713
293
392
665
310
382
692
309
262
571
192
179
371
SAM
726
956
1,602
747
965
1,712
770
957
1,727
745
967
1,712
760
925
1,695
552
577
1,129
459
419
678
9 AM
goo
1168
2,167
1010
1196
2,214
1029
1187
2,216
1040
1185
2,225
998
1091
2,089
905
883
1,788
624
709
1 A33
10 AM
12W
1185
2,392
1044
1229
2,273
1121
1288
2,409
1145
1325
2,470
1240
1241
2,401
1140
1268
2,416
945
1066
2,011
11 AM
1323
1491
2,814
1196
1450
2,546
1325
1460
2,795
1403
1441
2,844
1399
1360
2,759
1335
1425
2,760
1293
1178
2,471
12 NOON
1492
1570
3,082
439
1562
3,001
1540
1656
3,196
1416
1595
3,014
1467
1656
3,143
1453
1411
2,664
1443
1386
2,829
1 PM
1590
1725
3,315
1520
1649
3,168
1485
1607
3,092
1567
1562
3,12B
1667
1636
3,303
1387
1316
2,703
1499
1379
2,865
2 PM
1420
1597
3,017
1364
1529
2,893
1501
156a
3,061
1453
498
2,951
1506
1453
2,959
1146
1296
2,442
1208
1112
2,320
3 PM
1306
1566
2,954
1436
1509
2,945
1310
1447
2,757
1344
1425
2,769
1460
1455
2,915
1265
1196
2,461
1234
1151
2.385
4 PM
1520
1450
2,970
1493
1451
2,944
1499
1391
2,890
1379
1354
2,743
1578
1457
3,035
1179
1222
2,401
1194
1136
2,330
5 PM
1470
1389
2,959
1445
1335
2,780
1512
1356
2,869
1595
1407
3,002
1513
1412
2,925
1168
1189
2,357
1236
1036
2,274
6 PM
1535
1453
2„968
1503
1225
2,728
1540
1347
2,897
1462
1398
2,880
1475
1408
2,883
1156
1254
2,410
1237
1129
2,366
7 PM
12M
1115
2,359
1226
1054
2,280
1193
1023
2,216
1228
1028
2,254
1196
1093
2,289
1063
1169
2,252
1302
976
2,278
a PM
1091
742
1,933
971
743
1,614
1134
741
1,875
1105
791
1,696
1029
943
1,872
1039
936
1,975
1145
750
1,895
9 PM
811
-5
1,356
670
5fi0
1,230
854
534
1,388
857
612
1,469
809
672
1,561
844
667
1,511
960
500
1,360
10 PM
Bab
387
L,073
464
414
878
743
425
1,168
725
440
1,165
729
506
1,234
725
424
1,149
718
304
1,022
11 PM
416
258
674
362
259
620
481
245
725
599
309
SO:
543
389
932
613
320
941
556
252
806
12 MID-NIG
222
176
39a
61
200
all
233
152
385
275
184
459
329
71
600
350
1
562
284
164
"a
De Total
19,928
19,664
39,592
19,158
19,257
38.415
20.596
19 98
39.884
20,054
19 416
3B 500
20 634
19,738
40 372
18 315
17 635
35,950
19,04
15 88
33 92
AADT•
17 576
17 34434.920
34 920
16 897
1 fi 9a5
33 882
18166
17 012
35178
17 714
17 125
34 839
1 a 199
17 409
35 600
16154
15 554
31 708
15 560
13 {84
29 JB{
• AADT a Raw Count•Seaeonal
Fedor•Axle Factor
5-Day ADT
38,824
7-Day ADT
38,144
2014 Seasonat Factor
0.90
2014 Axle Factor
098
S-Day AADT
34,243
7•Dey AADT
33,643
3,500
US-1 NON -DIRECTIONAL HOURLY VOLUMES
MARATHON (MM 50) 03.09.2016 TO 03-15-2015
3,250
3,000
2,750
�,
w-uaraar
25002.250
�✓
, /=YVEONesMY
a�Yu9D�r
Lu
,,..suraY
2,000
J
1 750
0
1,500
\
7
O
T
1250
�
1,000}4y,
750
500
25D....,4..
N
0
1 2 3
0 5 9 7 9 9 10 11 12 13 14 15 19 17 i! 19
20 21 22 23 24
Hour of Day
2015 TRAFFIC VOLUME SUMMARY
UPPER MATECUMBE (MM 84): WHALE HARBOR CHANNEL BRIDGE
How
Monday 03/0912015
Tuesday 03/102015
Wednesday OL112015
Thursday 03/122015
Friday 031132015
Saturday 031142015
Sunday 031152015
Ending
NB
Sit
Total
NB
Sit
Total
NB
Sit
Total
NB
SB
Total
NB
Sit
Total
NB
Sit
Total
NB
Sit
Total
1 AM
173
82
255
78
55
133
380
76
456
93
71
164
125
84
209
162
112
274
234
112
348
2 AM
106
66
172
39
M
83
220
37
257
62
M
106
66
61
129
99
95
194
1"
103
247
3 AM
57
48
105
35
43
70
70
45
115
38
32
70
47
44
91
68
60
129
83
67
150
4AM
52
44
96
33
41
74
80
34
94
50
60
i10
42
40
82
56
46
104
56
38
94
S AM
59
61
120
40
56
96
45
48
93
59
fib
125
57
62
119
91
60
151
64
46
110
6 AM
102
171
273
75
171
246
99
192
291
80
179
258
110
180
290
133
166
299
88
130
218
7 AM
202
401
603
192
MB
640
190
426
616
201
455
656
210
435
645
257
381
638
157
263
420
BAM
377
590
968
410
690
1.,100
408
652
1,060
407
691
1,098
364
598
962
/04
5"
949
288
358
646
SAM
51
805
1,322
485
810
1,295
556
973
1429
525
898
1,423
561
853
1.414
559
781
1,33E
415
576
993
10AM
671
893
1,564
570
860
1,438
665
925
1,590
696
925
1$21
709
907
1,616
794
935
1.729
588
797
1,395
11 AM
867
915
1,782
766
977
1,743
933
968
1,001
859
914
1,773
927
821
1,748
933
773
1,706
863
1035
1.898
12 NOON
856
1004
1,960
"1
1065
1,926
930
963
1893
"0
11
1,872
B85
957
1,942
1010
929
1,938
.7
1081
2,048
1 PM
B42
985
1,927
877
990
1,857
8fi1
10T7
1,938
918
1012
2.000
953
B93
1,846
978
1002
1,980
1040
856
1,896
2PM
907
1013
1,920
822
1056
1,87a
793
1039
1,832
936
981
1,917
1040
1045
2.085
533
1075
1,908
941
877
1,818
3 PM
874
7038
1,912
779
1022
1,801
913
944
1,657
984
949
1,933
091
872
1,763
699
1032
1,731
1029
1023
2.052
4 PM
856
983
1.039
976
718
1.694
947
909
1,856
979
920
1,899
948
997
1.815
912
914
1,956
973
932
1,905
5 PM
1004
783
1.767
973
704
1,677
1039
720
1,759
1029
252
1,880
959
929
1,818
571
968
1,939
971
846
1,017
6PM
904
654
1,558
881
670
1,551
992
S25
1,617
949
803
1,752
862
706
1,570
541
1151
1,992
1006
653
1,fi59
7 PM
737
586
1,323
756
5B0
1,366
805
632
1,437
893
656
1,549
1006
635
1,641
865
954
i,Bi9
977
528
1,503
B PM
643
407
1,050
705
468
1,174
670
442
1,112
742
534
1,276
761
567
1,328
798
592
1.390
1022
440
1,462
B PM
491
349
940
.1
326
787
566
345
911
741
457
1..198
714
484
1,198
770
450
1.220
581
227
808
10 PM
400
234
634
317
219
536
561
234
795
567
292
879
520
433
953
620
335
955
538
298
836
11 PM
313
169
552
212
159
371
399
1T7
576
394
222
616
449
290
739
545
236
781
606
120
726
12 MID-NIG
O1
90
291
229
1 96
325
2S9
89
348
322
102
424
295
206
501
428
164
592
283
151
434
Dd Taml
12 482
12 371
24 853
11 513
12 6
23 879
13 61
12.472
25 733
13 493
1 J O6
26 fi99
13 60JfE2�97.1
26 574
13 727
13 785
27 512
13 914
11 557
25 4711
009
10 811
21 920
10 43
10 519
21 061
11 696
11 000
22 697
11 901
11 648
23 548
11 99811
23,438
12107
1215E
21
12272
10193
22.46S]
' AADT - Raw Count•Seasonal Faetor'Axle Factor
5-Day ADT
26,079
7-Day ADT
25.817
2014 Seasonal Factor
0.90
2014 Axle Factor
0.9E
5-Dey AADT
23.002
7�Day AADT
22.771
2,250
US-1 NON -DIRECTIONAL HOURLY VOLUMES
UPPER MATECUMBE (MM 84) 03-09-2015 TO 03-16-2016
2,000
1,750
--
w„
+-7urawr
�tHuesa�r
N
�f�
§
�, t
-.-Fl1n>Ar
s�Tunusr
j1.250_•-
J
�
>
0
q
1
j
1.000
O
2
750
Sao
250
a
1 2 3 4 5 a 7 a 6 10 11 12 13 14 15 16 17 1a 19 20 21 22 23 24
Hour of Day
TO KEY WEST
W W
O U
U.
LL
m O
z O
z n
Q
x
V
W
z
a
x
F
a
O
z
TO MARATHON
ci
0 W
O O
OJ
Q
C
z x
w
O Z
fa Q
I
Z
lj z
m
Y
CD
V
Z
UJ
OJ
2015 1 EXHIBIT 1-1
um TRAVEL TIME DELAY STUDY TWO-WAY DAILY VOLUMES
10 1 MONROE COUNTY, FLORIDA US 1 - MONDAY
TO KEY WEST
w w
O U.
U.
m O
z a
Q
x
0
w
z
IL
x
E-
a
O
z
TO MARATHON
c w
O o
OJ
Q
O
W
z
o z
z
Y z
m
O
V
z
cd
O
um
2015 EXHIBIT 1-2
TRAVEL TIME DELAY STUDY TWO-WAY DAILY VOLUMES
MONROE COUNTY, FLORIDA US 1 - TUESDAY
TO KEY WEST
w w
O V
O a
LL
m O
z O
z a
a
S
U
W
z
a
FE
ix
O
z
TO MARATHON
o w
lz
J
O C
a
W O
Z
p z_
N Q
9
>_ z
z
In
Y
O
U
z
yj
O
2015 1 EXHIBIT 1-3
um qD I TRAVEL TIME DELAY STUDY TWO-WAY DAILY VOLUMES
MONROE COUNTY, FLORIDA US 1 - WEDNESDAY
TO KEY WEST
TO MARATHON
24,827
24,899
23,422
21,290
19,715
13,031
C)
U
>
w
C9
o
Q
m
LL
O
m
K
O
W
z
V)
O
W �=
O z
z
N
Q
z
_
A
} z
{V z
W
m
U
he V
C9
z
W
z
Vj
OJ
IL
oc
O
z
2015
EXHIBIT 1-4
umTRAVEL
TIME DELAY STUDY
TWO-WAY DAILY VOLUMES
MONROE COUNTY, FLORIDA
US 1 - THURSDAY
TO KEY WEST
�----
TO MARATHON
0
25,352
24,425
23,785
21,873
18,329
15,749
> o°c
Lu
C
m QW.
O
x
z
o
d
c z
z
w
a
V
w z
Y V
m
z
w
z
O
IL
x
f-
a
O
z
2016
EXHIBIT 1-5
URSTRAVEL
TIME DELAY STUDY
TWO-WAY DAILY VOLUMES
MONROE COUNTY, FLORIDA
US 1 - FRIDAY
TO KEY WEST
W W
o a
U.
m O
z OZ
Q
x
V
W
Z
IL
x
O
z
TO MARATHON
C W
O G
Q
O
G
m
z x
C Z
N Q
Z
W
Y z
m
O
U
Z
Vj
OJ
2015 1 EXHIBIT 1-6
um TRAVEL TIME DELAY STUDY TWO-WAY DAILY VOLUMES
MONROE COUNTY, FLORIDA US 1 - SATURDAY
TO KEY WEST
W W
O LL
a. IL
m 0
J �
N
z a
z
a
x
V
W
z
a
x
0
z
TO MARATHON
Q C9
m Q
K 0
Lu
z
N Q
} Z
m
Y V
0
Z
f/J
OJ
um
2015 EXHIBIT 1-7
TRAVEL TIME DELAY STUDY TWO-WAY DAILY VOLUMES
a I MONROE COUNTY, FLORIDA US 1 - SUNDAY
HISTORICAL COUNT DATA
1BB3
1BM
1BB5
1888
I
I 1887
I
1101
19BB
2100
2001
2002
20M
Covert
Count Chen
Covert Che a
Count
en
Cha
Comt
Coen
1 Count
C
Cou1rt Chan a
Covertt Chen
C.Kt C e
Covert I Che
Count I Chen
1
1
1
5-Day Ave10
23ei1
1 20 BM
•13.47%
27533
1 33.53
24270 11.e5%
2'
4.22%
21224
-023%
25e19
Ml!i
25e0
39e1
23103
-12.3eY O12
•3.W%
21341
3.22%
7-D AVera
23.0
20545
-14.01%
20e55
30.aB%
47e •12.85%
24 71
3.a1%
237ee
440%
24
4.B1Y
250M
4.47%
SN
-13.13% 21 7
a.14%
227ee
3.ee%
AADT
177tl
•10.11%
22liee
27.e7%
21155 -0.5211
21405
1.48%
10 e5e
-7.5eY
20,843
4.92Y
21771
IA7Y
10 Mt
a.1B% to
a11Y
1 20115
1 3.ee%
mmlithm
5-0 Ave1e a
34515
31454
ale%
35771
13.e2%
33 e20 -0.Ot%
MSZe
270%
35 q7 •257%
3ee1B
S.M%
3e431
S.e7%
33T77
-729%
3e B58
BS1%
aa17
-0.47%
7-0 Avere
3]517
30418
-015%
U a
12.W%
31010 a.M%
32em
278%
34305 •4.59%
Mete
7m%
34742
S.M%
100
-759%
35442
10]B%
35BM
MDT
275ee
20
-0.02%
2e B27
1 10.00%
1 2792I 1 aA7%
1 25830
1 3.50%
1 2e051 1 -0.9e%
1 30 550
1 733%
1 28017
1 -5.54%
1 25340
1 -2.MIL
1 31
10]B%
3178]
mbs
11
5 - DV Ave. .
22312
1 21
•172%
2102e
8.56%
O57
-432%
245>0 075%
21 Bee 11%
2e512
e.10%
2B B42
0.46%
24177
a25%
2e5ee
BAe%
2e75B
0.54%
7- Avefe
23
557
4e7%
24
S.B3%
520
S91%
244eB 7.ZB%
255M 1.14%
254e5
mn%
7ee31
I
21719
-7.57%
25 a5
7.10%
26514
0.15%
AADT
10M
1 1950
1 1.54%
1 20473
1 4.49%
1 20053
1 -190%
1 21 SW 7.S%
21301 •138%
1 2ZI03
1 377%
1 22410
139%
21e1B
I -2.M%
I 23388
1 1.10%
13104
0.15%
Hl,1 UKI(:AL WUN I WA 1 A
2015 TRAVEL SPEED DATA
y'cd
r � IA
1.0
20
7.0
♦0
60
0.0
7.0
6.0
9.0
10.0
11.0
120
77.0
11.0
1b.0
10.0
57.0
11.0
10.0
7D.0
21.0
i2.0
23.0
24.0
25.0
Sunday 03-01-15
Northbound
314
54.9
511
55.5
49.8
50.3
48.6
502
50.2
43.1
54.5
51.2
40.0
51.5
49.3
49.4
497
459
418
389
42.7
49.1
473
49,0
54.9
48,0
Southbaund
28.0
56.9
40.6
52.0
46.2
477
442
48S
480
37.9
517
53.7408
533
51.4
48,9
46.5
423
322
211
237
489.6
43.9
35.1
55.1
43.0
Monday 03-02,15
Northbound
323
591
470
53.1
493
43.9
420
473
505
421
53.5
571
389
518
52.5
53.9
51.9
485
422
40.0
464
51.3
49.1
WO58.6
48.1
Southhaund
24B
58.1
392
48.6
48.3
45.8
42.9
422
484
314
52.6
51.9
36.2
498
475
46.8
47.2
45.6
29.5
30.3
333
49.1
473
46.0
4874935
Tuesday 03-03-15
Northbound
369
58.9
48 3
51.8
48,6
47.3
46.1
47.8
46.9
39.8
492
529
338
538
54.3
521
51..6
42.0
38.9
36.7
281
418
40 B
49.5
58.2
44.3
Southbound
368
50.0
413
511
44.6
47,5
422
44.2
454
36.6
471
4323
3B.0
497
48.1
45.5
46.9
419
371
40.9
396
49.8
419
53,6
56.0
44,8
Wednesday 03-04-15
Northbound
429
59.9
481
54.2
44.3
45.1
428
46.9
488
44.0
52.7
511
392
514
573
40.8
525
53.1
38.1
3&0
33..1
40.8
445
48.B
54.7
4&0
Southbound
342
583
46.4
51.3
44.1
44,3
40.7
44.3
46.7
34.1
59A
46.3
36.4
485
48.a
509
45.3
45.3
40.4
404
43.7
48.2
449
43.5
56.0
45.6
Thursday 03-05-15
Northbound
411
50.5
501
552
47.1
46.5
441
472
454
34.9
53.7
55.8
371
500
50.8
49.6
52.2
470
38.2
320
35.9
35.1
447
522
52.0
453
SouOrhound
37.2
584
421
510
46.0
44A
45.3
45.0
46.0
36.1
49.8
54.8
37.6
495
51.9
50.7
49.0
487
40.2
427
41.0
510
483
54.2
57.8
470
Friday 034)6-15
Northbound
42.5
50.9
51S
51.5
51.1
49.3
48.4
49.9
48S
367
537
58.6
388
520
50.8
429
48.2
47.0
40.5
23.2
37.3
43.4
437
510
548
45,8
Southbound
255
58.1
48.3
50.0
45.6
42.0
409
41.4
473
32.5
52.8
53.6
314
516
48.8
48.9
49 3
438
36,7
34.4
35.6
40.8
44 3
51.B
59.8
44 0
Saturday 03-07-15
Northbound
37.8
59.1
558
52.2
49.4
41.1
445
462
48.8
36.7
52.5
529
3B.8
54..1
479
475
444
367
39.4
144
36.4
4B2
493
53.3
539
450
Southbound
32.8
5B2
393
473
46.6
48.0
39.9
45.1
44.4
25.2
511
56.1
403
454
476
49.2
517
49.6
40.0
278
305
48.2
404
45,7
54.0
41.8
Sunday 03-08.15
Northbound
266
58.1
45.5
50.8
46.0
436
378
44.8
35,8
38.1
542
46.0
35..3
490
50.3
45.8
465
411
36.2
328
41.4
45.2
473
47750.3
444
Southbound
43.0
590
487
53,2
491
50.7
45.8
4B9
50.2
39.0
503
49.4
46.5
54.0
49.5
50.4
507
52.5
428
32.1
38.6
519
416
52.1
56B
455
Monday 03-09-15
Northbound
33.0
527
514
57,5
479
50.1
5D.2
501
44.0
37.0
494
523
30.9
516
51.0
48.9
48.3
49.2
36.3
38.9
40.0
47.6
47.5
56.1
557
48.6
Southbound
31.9
581
46.2
50.4
48S
475
43S
474
491
39.5
54.5
577
38.a
4B,B
50.3
50.4
48.1
48.5
42B
43.1
40.6
50.3
445
55.4
61.3
474
Tuesday 03.10.15
Northbound
42.4
58.1
45.0
51.7
466
45.8
45.8
447
44.5
408
50.B
512
346
52S
49.3
470
57.8
55.4
36.7
35.6
415
48.5
475
S45
55.8
46B
Sauthbaund
86
581
46.3
54.2
484
477
44A
46.1
477
15.2
52.2
506
43.3
475
50.0
46.1
45.5
39.2
36.2
37.8
38.8
44.0
41.2
57.1
614
417
Wednesday 03.11A5
Northbound
32.3
56S
52.6
54.2
48.7
434
44.5
45B
44A
406
503
514
377
537
51.1
47.4
45.0
46A
399
40.8
26.7
50.2
459
52.2
55.6
45.5
Southbound
31.6
573
43.2
518
45.9
48.8
461
48.5
52.3
184
50.1
50.9
27.6
50.0
473
50.8
49.2
40.9
38.9
322
3B.5
507
45,8
542
57.1
43.4
Thrusday 03-12-15
Northbound
47.1
58.1
49.7
540
46 8
45.7
44.1
44.5
50.3
40.0
474
43.2
37.0
54.6
48.5
46 5
44.9
459
36.5
398
42.3
46.1
44.3
52.1
57 2
45.6
Southbound
25.9
595
43.2
52a
482
513
470
40.6
52.3
249
58.0
579
382
53.2
52.0
490
46.0
392
35.2
40.6
412
474
42.5
471
598
45.3
Friday 03-13-15
Northbound
402
571
CA
503
467
42.0
43,5
467
449
43.1
52.6
570
397
550
469
482
44.3
434
14.7
274
300
39.3
478
51.3
538
418
Southbound
9.2
575
511
50.5
499
488
436
432
485
171
48.3
560
36.9
523
512
46.5
45.9
454
26.9
37..3
295
467
45..1
51.0
599
41.3
SM. day 03-14-15
Northbound
275
577
496
545
51.0
42.1
43.6
495
458
39.6
47.9
470
30.1
423
45..1
45.0
45.0
42.8
43.4
46.7
448
51,2
45B
S2.2
53.7
449
Southbound
40.6
50.8
44B
515
520
467
50.B
48.8
45.5
38..8
52.1
55.3
38.0
471
53.1
450
50.2
48.3
29.8
203
161
46.5
39.0
25.2
25.8
39.4
Ig est pe
47.1
59.8
65.8
57.5
52.0
51.3
60.8
50.2
52.3
44.
559.4 58.0
46.5
55.0
67.3
63.9
57.8
55.4 43.4
46.7
46A
61.9 49.3
57.1
61.4
49.1
Lowest S sari
6.6
60.9
39.2 47.3
44.1
41.1
37.8
41.4
35.9
16.2
47.1
43.2
27.6
42.3
45.1
42.9
44.3
39.2
14.7
14A
16.1
36-6
39.0
26.2
26.9
39_A
2015 TRAVEL SPEED DATA,a,
�$
°�
OIle
A
2.0
3.0 4.0SA BA 0 9
120
13A
1�A 15A
780 90_
if.0
220 73A 34A
_
t2V
OECD_
AL
Mwn
33.1
57.7
46.8 62.2 47.7 46.4 44.4 46.6 47.2 35.2 51.8 62.3
37.6
60.6 60.1
46.3 48.6 46.6 37.0
35.1
36.3
47.2 44.8 60.0
65.1
44.6
end�.n
32.9
68.1
47.2 61.7 47.6 46.9 44.1 46.6 47.5 38.0
52.1 52.6
37.9
61.5 60.1
46.6 48.4 45.7 38.5
37.9
36.6
48.6 44.8 62.0
65.6
46.1
Standard 0ava9on
9.1
2.0
4.3 2.2 2.1 2.9 2.9 2.4 3.3 B.0
2.7 4.3
3.6
3.0 2.5
2.4 3.2 4.2 6.0
7.4
7.0
4.0 2.7 6.6
6.4
2.2
Hiphast Sp.ad
47.1
69.9
56.8 67.6 52.0 51.3 60.8 50.2 62.3 44.6
59.4 58.0
46.6
65.0 57.3
63.9 57.6 56.4 43.4
46.7
46.4
61.9 49.3 67.1
61.4
49.1
L.-tsp..d
8.6
50.9
39.2 47.3 44.1 41.1 37.8 41.4 36.9 152
47.1 43.2
27.6
42.3 46.1
42.9 44.3 39.2 14.7
14.4
16.1
36.6 39.0 26.2
26.6
39.4
95%c-ndanw rnsary
3.4
0.8
1.6 0.6 0.8 1.1 1.1 0.9 1.2 3.0
1.0 1.6
1.3
1.1 0.9
0.9 1.2 1.6 2.2
2.6
2.6
1.5 1.0 2.4
2.4
0.6
upp-Sp.ad
36.6
58.6
46A 53.0 48.4 47.5 46.6 47.4 46.4 38.2
52.8 53.9
38.9
51.9 51.1
49.2 49.6 47.1 39.2
37.9
38.9
46.7 46.6 52.4
67.4
46.6
L.-Sp..d
''. 29.7
57.0
46.2 51.4 46.9 "A 43.3 46.6 46.0 32.3
50.8 60.7
36.3
49.7 49.2 47.4 47.3 "A 34.B
32.4
33.7
46.8 43.6 47.6
62.7
43.9
P-ad speed
39.3
64.6 46.4 53.6 45.0 ".0 46.0 45.0 45.0 ".0
51.9 64.7
42.1
54.4 50.6 49.7 64.1 51.3 40.8
41.2
46.0 47.2 45.0 51.8
64.9
49.3
SlynalAd/ua0nant
N/A
NIA
NIA NIA 4.4 N/A NIA NIA NIA 3.2
NIA NIA
NIA
1.5 NIA
NIA NIA NIA NIA
N/A
3.1
2.1 3.3 NIA
N/A
NIA
L.w.tsrnn
B
A
B C A A B A A C
B C
A�
C B
B D D C
C
C
A A B
NIA
C
M.Wan
95% uppar
A
A
A B A A B A A C
B B
A
C B
B C C C
C
C
A A B
N/A
C
95%L.-
B
A
B C A B C B B E
B C
A
D B
C D D D
E
E
B A C
N/A
D
Las c Standard
22.0
60.1
41.9 49.1 36.1 40.5 40.6 40.5 40.5 37.3
47.4 60.2
22.0
48.4 46.1
46.2 49.6 46.8 36.3
36.7
37.4
40.6 37.2 47.3
NIA
46.0
Rnatva
10.9
6.0
5.2 2.6 11.4 6.4 3.6 6.1 7.0 0.7
4.7 2.4
15.9
3.1 4.0
3.6 -1.2 -1.1 2.2
1.2
1.1
7.9 7.6 4.6
NIA
rOl
US -1 MEDIAN NON -DIRECTIONAL SPEEDS
65 2015
W
55
50
v
45
a
CO) 40
ea
35
30
25
0 10 20 30 40 50 60 70 60 90 100 110 120 130
Mile Marker -*.—Overall Segment Speed
------- Avg. Posted Speed
70.0
65.0
60.0
55.0
50.0
= 45.0
IL
40.0
�o
d 35.0
a
y 30.0
QI
Of
25.0
m
a
20.0
15.0
10.0
5.0
0.0
US - 1 RANGE OF NON -DIRECTIONAL TRAVEL SPEEDS
2015
4 5 9 11 17 21 23 25 28 30 33 40 47 54 81 83 73 78 80 84 88 92 100 106 120
Range of Spee
FILE' P: WlonroeCounty\2013\02-2013TTDS\03-Appendices\RanpeNonDirectionaRS 13.XLS Mile Marker
COMPARISON OF HISTORICAL TRAVEL SPEED DATA (SHEET 1 OF 21
aA 1ew )
2015
x01]
Al
3].0
57.]
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as
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11
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177
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41.4
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tl.e
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521
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479
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mt
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514
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57.5
113
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501
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41A
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0.1
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02
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57A
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517
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521
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513
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512
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512
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53
30.7
51.0
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52.5
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07
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07
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521
$72
0.0
2011
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337
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57J
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CA
52A
523
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471a.0
a.0
CA
454
a.0
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51.1
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414
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312
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513
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571
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113
701
14.7
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20.1
115
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107
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41.0
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251
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C
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B
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71
to
1.2
01
aJ
a.1
U
1.0
71
71
16A
15J
al
2A
2J
2n
]2
11
11
-0]
-0a
dS
11
O1
1.2
].1
52
IA
e.7
111
a.a
111
]1
S.4
MA
WA
17
01
tw7
twe
10.e
a.7
S.0
es
b.e
73
37
27
6.e
50
e.0
71
IJ
IA
I1
e2
a.]
A2
as
A7
s]
le
i]
1A
16.1
15.0
2J
]A
1➢
]2
]]
2.0
of
L1
3]
OA
13
0]
42
2A
Le
1]
e.a
el
10.0
Ib
]1
O
WA
WA
13
x.1
tws
aw
117
111
e.e
71
2A
2A
11
1A
IA
xA
ea
eA
IA
6.1
e1
IA
6e
as
aJ
47
57
5'
a]
sa
11]
111
1S
2]
to
tl
11
21
LI
41
1A
d1
12
15
a3
04
1.0
5.0
7➢
e2
eA
eJ
6J
]3
wA
wA
2J
xJ
tw1
1w2
1.
141
11
a.e
21
1]
2J
1.3
23
1A
a.7
23
1J
U
eJ
7.5
6.0
a.0
1A
0]
U
I1
5A
aJ
tea
171
12
IJ
]A
01
1J
13
01
-0.1
-tA
dA
11
dA
a.e
]J
13
d.7
75
ea
1J
7A
42
1J
wA
WA
IA
1➢
cM.pe(tl
-03
-
10
21
0.6
Ob
O1
eJ
-1A
]l
d.7
oa
-0A
A
a3
OA
-11
0.
3s
a
2A
-fA
0J
1.5
e,7
1l
1]
as
2A
43
1.0
J
a.e
a3
J
13
1A
1S
a.a
"I
as
OA
-0A
-tJ
2016 LEVEL OF SERVICE AND RESERVE CAPACITY
SEGMENT
LENGTH
(miles)
FACILITY
TYPE
POSTED SPEED
ADJ.
FOR
SIGNAL
h
ADJUSTED
LOS C
CRITERIA
h
MEDIAN
TRAVEL
SPEED
m h
LOS
2016
RESERVE MAMMUM RESERVE5%ALLOCATION
SPEED VOLUME BELOW LOS C
m h trl trl a
2013
MUM RESERVE5%ALLOCATION
VOLUME
BELOW LOS C
Limits
m h
Average
(mph)
trl
tri a
1 Stock Island 4,0-5.0
1,10
4-L/D
30/45
39.3
WA
22.0
32.9
B
10.9
1986
WA
2022
N/A
2 Baca Chica 5.0- 9.0
32
4-LID
45/55
54.6
WA
50.1
68.1
A
8.0
6167
WA
4,521
N/A
3 BigCo itt 9.0. 10,5
1.5
2-L/U
45/55
46,4
N/A
41,9
47.2
B
5.2
1,292
WA
1,118
WA
4 Saddlebunch 10.5- 16.5
5.6
2-LAI
45/55
53.8
WA
49.1
11.7
C
2.8
L497
WA
2.017
WA
5 Sugarloaf 16.5- 20.5
3.9
2-LIU
45
45,0
4,4
36.1
47.5
A
11.4
7.363
WA
7,298
WA
6 Cud oe 20.5- 23.0
2.5
2-L/U
45
45.0
WA
40.5
46.9
A
6.4
L650
WA
3,105
WA
7 Summedand 23,0-25.0
2.2
2-W
45
45.0
N/A
40..5
44.1
B
3.6
1 312
WA
1,603
N/A
8Ramrod 25.0-27.5
2.3
2-LN
45
45.0
N/A
40.5
46.6
A
6.1
323
WA
2019
WA
9Torch 27,5-29.5
2.1
2-L/U
45
45,0
WA
40,5
47.5
A
7.0
2434
WA
2573
WA
10 Bin Pine 29.5-33,0
3A
2-L/U
45
45,0
3,2
37.3
38.0
C
0.7
3"
NIA
1,802
WA
11 Bah[aHonda (33,0-40.0)
7.0
2- (70%)
4-UD 30%
45/50/55
51-9
N/A
47.4
62A
B
4.7
6,M18
WA
6,723
N/A
12 7-Mlle Brid a 40.0- 47,0
6,8
2-L/U
45/50/55
547
N/A
50.2
6L6
C
1 2.4
Z703
WA
5,518
WA
13 Marathon (47.0- 54.0)
7.3
2-LIU (13%)
4-L/D 87%
35/45
42.1
WA
22.0
37.9
A
15.9
19,221
WA
16,683
WA
14 Grassy 54.0- 60,5
6A
2-L/U
45155
54A
1.5
48.4
61.5
C
3.1
3,286
WA
2,650
N/A
15 Duck 60.5.63.0
27
2-L/U
45/55
50,6
WA
46.1
50.1
B
4.0
1,798
WA
(1,207)
4
16 Lon 63.0. 73,0
9.9
2-L/U
40145/50/55
49.7
WA
45.2
48.8
B
3.6
6,902
WA
3.771
WA
17 L Matecumbe 3.0- 775
4,5
2-LN
50/55
1 54.1
WA
49,6
48.4
D
-1.2
18941
967
447
4
18 Tea Table 77,5 79.5
22
2-L/U
45155
51.3
1 WA
1 46.8
45.7
D
4.1
401
459
(1,129)
4
19 U Matecumbe 9.5- 84.0
41
2-L/U
30/40/45
40.8
WA
36,3
38.5
C
1 2.2
1,494
WA
(1,154)
3
20 Windle 64.0- 86.0
IS
2-L/U
30/40/45
41.2
WA
367
37.9
C
1.2
378
WA
220
WA
21 Plantation 86.0- 91.5
508
2-L/U
45
45.0
3.1
37A
38.6
C
1.1
1,067
WA
4,226
WA
22 Tavember 91.5- 99.5
&0
4-L/D
45/50
47.2
2.1
40.6
48.5
A
7.9
10,466
WA
8,214
WA
23 Kev Lorna 99.5-106.0
6.8
1 4-L/D
45
45..0
3.3
37.2
"A
A
7.6
8,568
WA
7,432
WA
24 Gross 0 06,0- 112.5
62
1 2-UU
45155
51..8
WA
47.3
52.0
B
4.6
1 4,723
NIA
6,058
WA
Overall
1083
45,0
45.1
C
OA
1,855
2015 TTDS DELAY DATA SUMMARY
�w
T y
VIA
21
-
na
ti. roN aqy
u. a
txur+,ana
SUMMARY OF DELAY EVENTS
IN R 7TflC
Delay so" Segment
Seament Limits
Number of TOW
Mean Delay
Mean Delay
From
TO
Length
Number
Events Daley
Per Event
ParTdp
miles
Trx Soil --
1
Cow Key Bridge (N) - MM 4.0
Key Haven Blvd - MM 5.0
1.1
25 00:20:21
00:00:49
00:00:44
5
Hams Channel Bridge - MM 16.5
rrd9 (N)
Bow Channel Bridge N -MM 20.5
9 ( )
4
1 00:00:09
00:00:09
00:00:00
10
N Pine Channel Br (N) - MM 29.5
Long Beach Dr- MM 33.0
3.5
16 0040:48
00:02:33
00:01:27
13
7-10e Bridge (N) -MM 47.0
Cocoa Plum Drive -MM 54.0
7
54 00:28:03
00:00:31
00:01:00
14
Cocoa Plum Or - MM 54.0
Toms Harbor Ch Br (S) - MM 60.5
6.5
4 00:01:33
00:00:23
00:00:03
16
Long Key Br (S) - MM 63.0
Channel #2 Br (N) - MM 73.0
10
1 DO:00:17
00:00:17
00:00:01
20
Whale Harbor Br (S) - MM84.0
Snake Creek Br (N) - MM 86.0
2
1 00:00:03
00:00:03
00:00:00
21
Snake Creek Br (N) - MM 86.0
Ocean Blvd - MM 91.5
5.5
14 00:11:11
00:00:48
DO:00:24
22
Ocean Blvd - MM 91.5
Atlantic Blvd - MM 99.5
8
19 00:28:17
DO:01:29
00:01:01
23
Atlantic Blvd - MM 99.5
C-905 (Flashing Light) - MM 106.0
6.5
17 00:09:02
00:00:32
00:00:19
24
C-905 (Flashing Light) - MM 106.0
County Line Sign - MM 1125
6.5
0 00:00:00
#DIVIO!
00:00:00
Subtotal
152 02:19:44
00:00:55
DO:04:59
13
7-Mile Bridge (N) -MM 47.0
Coma Plum Drive -Mid 54.0
7
1 00:00:54
00:00:54
00:00:02
16
Long Key Br (S) - MM 63.0
Channel #2 Br (N) - MM 73.0
10
1 00:00:48
00:00:48
DO:00:02
19
Tea Table Relief Bridge (N) - MM 79.5
Whale Harbor Bridge (S) -MM 84.0
4.5
8 00:21:24
D0:0240
00:00:46
20
Whale Harbor Br (S) - MMB4.0
Snake Creek Br (N) - MM 86.0
2
7 00:10:45
00:01:32
00:00:23
21
Snake Creek Br (N) - MM 86.0
Oman Blvd - MM 91.5
5.5
14 00:28:12
00:0201
00:01:DO
22
Ocean Blvd - MM 91.5
Atlantic Blvd - MM 99.5
8
1 00:00:14
00:00:14
00:00:01
24
C-905 - MM 106.0
County Line Sign - MM 1125
6.5
6 00:07:37
00:01:16
DO:00:16
25
County Line Sign - MM 1125
Card Sound Road - MM 126.5
14
3 00:18:22
00:06:07
00:00:39
Subtotal
41 01:28:16
00:0209
00:03:09
Let Tuaec4%ghtTurn
10
7-Mile Bridge (N) -MM 47.0
Coma Plum Drive -MM 54.0
7
3 00:00:21
00:00:07
00:00:01
11
Long Beach Or - MM 33.0
7-Mile Bridge (N) - MM 47.0
14
1 00:00:20
00.00:20
00:00:01
13
7-Mile Bridge (N) -MM 47.0
Coma Plum Drive -MM 54.0
7
4 00:01:18
00:00:20
DO:00:03
17
Channel #2 Br (N) - MM 73.0
Lgnum V Br (S) - MM 77.5
4.5
3 00:00:43
00:00:14
00:DO:02
1B
Lgnumvitae Bridge (S) - MM 77.5
Tea Table Relief Bridge (N) - MM 79.5
2
1 00:00:07
00:00:07
00:00:00
19
Tea Table Relief Bridge (N) - MM 79.5
Whale Harbor Bridge (S) -MM 84.0
4.5
1 00:00:11
00:00:11
00:00:00
21
Snake Creek Br (N) - MM 86.0
Oman Blvd - MM 91.5
5.5
3 00:01:08
00:00:23
00:00:02
Subtotal
16 00:D4:08
00:0016
00:00:09
CwWhdWAccPdenVSdJho*I Bust
EmatgemyVehicia 5
7
Harris Channel Bridge (N) - MM 16.5
Spanish Main Drive-MM 23.0
Bow Channel Bridge (N) -MM 20.5
East Shore Drive - MM 25.0
4
2
1 00:00:33
1 00:00:16
00:DO:33
00:00:16
00:00:01
00:00:01
10
N Pine Channel Br (N) - MM 29.5
Long Beach Dr- MM 33.0
3.5
1 00:01:01
OD-01:01
00:00:02
13
7-Mile Bridge (N) -MM 47.0
Coma Plum Drive -MM 54.0
7
5 00:04:33
00:00:55
00:00:10
19
Tea Table Relief Bridge (N) - MM 79.5
Whale Harbor Bridge (S) -MM 84.0
4.5
5 00:07:08
00:01:26
00:00:15
20
Whale Harbor Br (S) - MM84.0
Snake Creek Br (N) - MM 86.0
2
7 00:19:52
00:0250
00:00:43
21
Snake Creek Br (N) - MM 86.0
Oman Blvd - MM 91.5
5.5
8 00:15:07
00:01:53
00:00:32
23
Atlantic Blvd - MM 99.5
C-905 (Flashing Light) - MM 106.0
6.5
3 00:12:57
00:04:19
00:00:28
24
C-905 (Flashing Light) - MM 106.0
County Line Sign - MM 1125
6.5
1 00:01:02
00:01:02
00:00:02
Subtotal
32 01:0229
OD:01:57
00:02.14
Drawbridge
21
Snake Creek Br (N) - MM 86.0
Ocean Blvd - MM 91.5
5.5
3 00:18:46
00:06:15
00:00:40
Subtotal
3 00:18:46
00:06:15
00:00:40
All Sources
TOTAL
2" 05:13:23
00:01:17
00:11:12
DELAY 15.XLS
Schedule 2015
2015 Monroe County Travel • me & Delay Stud
February /March
Sundayonday
Tuesday
WednesdayThursday
Friday
Saturday
22 Feb
23 Feb
24 Feb
25 Feb
26 Feb
27 Feb
28 Feb
1 Mar
1 - HS 11:15 AM
2 - KW 3:30 PM
2 Mar
3 - HS 11:45 AM
4 - KW 4:00 PM
3 Mar
5 - HS 9:30 AM
8 - KW 1:45 PM
4 Mar
7 - HS 9:45 AM
8 - KW 1:30 PM
5 Mar
9 - HS 9:45 AM
10 - KW 2:00 PM
6 Mar
11 - HS 10:15 AM
12 - KW 2:30 PM
7 Mar
13 - HS 10:45 AM
14 - KW 100 PM
8 Mar
15 - KW 11:30 AM
18 - HS 3:15 PM
9 Mar
17 - KW 12:00 AM
18 - HS 3:45 PM
10 Mar
19 - KW 10:45 AM
20 - HS 230 PM
11 Mar
21 - KW 10:15 AM
22 - HS 1:45 PM
12 Mar
23 - KW 10:00 AM
24 - HS 1:45 PM
13 Mar
25 - KW 10:30 AM
28 - HS 2:15 PM
14 Mar
27 - KW 11:00 AM
28 - HS 245 PM
15 Mar
16 Mar
17 Mar
18 Mar
19 Mar
20 Mar
21 Mar
Notes:
1. Dam should be downloaded from the DMI and DCd immediately after every travel run.
2. A copy of the raw dam sheet should be fexedlemalled to the office everyday.
3. Vehicle fire pressure should be checked before every run and maintained as consmnt.
4. HS - Start at Homestead; KW - Start at Key West
2/13/2015
I Al
URS CORPORATION SOUTHERN
7800 Congress Avenue, Suite 200, Boca Raton, Florida 33487