INTERIM REPORT - BEACH WALK DISTRICT TRAFFIC STUDY
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DKS Associates
12000 N. Dale Mabry Hwy. Suite 112
Tampa, Florida 33618-3311
(813) 962-5959
Fax: (813) 962-5744
Traffic. Transportation. Engineering. Planning
April 12, 2001
Mr. Michael Quillen, P.E., City Engineer
City Of Clearwater Public Works Administration
100 South Myrtle Ave.
Clearwater, FL 33756-5520
RE: Beach Walk District Traffic Study
Dear Michael:
We are pleased to submit this Interim Report which summarizes the findings and recommendations of our
Traffic Study for the Beach Walk District at Clearwater Beach. This report addresses future traffic conditions
related to implementation of the "Beach By Design" plan for the district. Our key findings are listed below:
1. South Gulfview Boulevard can function acceptably as a curvilineal two lane roadway. A combination
of alignment, lane widths and posted speed limits will be needed to create the low speed operational
conditions recommended in the "Beach By Design "plan. Emergency vehicle access and
maintaining the ability for traffic to bypass stalled vehicles can be accommodated by providing a 28
foot wide roadway, but using striping and reflectorized pavement markers to reduce effective lane
widths to 10 feet.
2. Coronado Drive should be designed to accommodate one through lane in each direction plus a
median lane for left turns. This three-lane cross section will accommodate the expected diversion
of traffic from South Gulfview Boulevard as well as from Hamden Drive.
3. With three lanes, Coronado Drive will also accommodate the additional traffic generated by the
Marriott Seashell Resort as well as the beach parking traffic diverted to the new parking garage.
Access to Gulfview Boulevard will be needed to allow exiting traffic to use northbound Gulfview in
addition to Coronado during the peak hours. The vacation of Third Street, as part of this
development project, will not adversely impact traffic conditions in the Beach Walk District.
4. Access to and management of the small surface lots created in the "eyebrows" are concerns which
will need to be addressed in the concept plan. It would be desirable to minimize their use by beach
visitors. Designs which preclude left turn access will be needed.
5. Redevelopment of the Days Inn property provides an opportunity to modify a key entry point to the
Beach Walk District. Coordination of site access with possible changes to the adjacent street
system can encourage the desired patterns of traffic suggested by the "Beach by Design" Plan.
While specifics on the Markopoulos development were not available, there appears to be a number
of alternative concepts worth considering.
If you have any questions or comments on this Interim Report, please call us. We will continue to work with
Post, Buckley, Schuh & Jernigan to prepare the functional design plans for South Gulfview Boulevard and
Coronado Drive.
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Interim Report
BEACH WALK DISTRICT
TRAFFIC STUDY
Prepared for:
City of Clearwater
Prepared by:
OKS Associates
Tampa, Florida
April 12, 2001
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Table Of Contents
Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1
Existing Traffic Conditions ............................................ 1
Future Traffic Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 6
Summary of Findings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 14
Appendix A-Existing Conditions
Appendix B-Future Conditions
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1
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List of Figures
Location Map .................................................. 2
Friday PM Peak Hour Traffic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3
Saturday PM Peak Hour Traffic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4
Existing Friday Peak Hour Levels Of Service ........................ 7
Existing Saturday Peak Hour Levels Of Service . . . . . . . . . . . . . . . . . . . . .. 8
"Beach By Design" Transportation Elements . . . . . . . . . . . . . . . . . . . . . .. 10
Future Friday Peak Hour Levels of Service . . . . . . . . . . . . . . . . . . . . . . . .. 12
Future Saturday Peak Hour Levels Of Service ...................... 13
Alternative Access/Circulation Concepts .......................... 15
List of Tables
1
2
Highway Capacity Manual Level Of Service Criteria .................. 5
Trip Generation Estimates ...................................... 11
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Introduction
DKS Associates has been retained by the City of Clearwater to evaluate and refine the
transportation concepts of the Beach by Design Plan for the Beach Walk District. This
interim report summarizes the current status of our traffic study including a summary of the
analyses and preliminary findings to date. The focus of the initial work has been to
evaluate existing traffic and pedestrian conditions in the study area, prepare traffic
projections which reflect the basic concepts involved in the "Beach By Design" plan and
perform evaluations of future traffic conditions after the plan is implemented. Subsequent
efforts will involve refinement of the traffic circulation and access plan for the Beach Walk
District and development of a preliminary functional design for the major components of
the recommended plan. Figure 1 shows the study area and the street system that is
involved in the traffic study.
Existing Traffic Conditions
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Traffic/Pedestrian Volumes Traffic counts taken by the City of Clearwater at the
Roundabout were compiled and evaluated to identify the seasonal and daily patterns of
traffic in the Beach Walk area. Charts 1 and 2 found in Appendix A present the daily traffic
entering the roundabout from April, 2000 through February, 2001. This data was used to
determine the appropriate traffic levels to use for designing the roadway system serving
the Beach Walk District. Typically the 1 oath highest hour of the year is used for roadway
design purposes. Based on the daily count information, a design weekend volume of
48,000 vehicles per day (entering) and a design weekday volume of 45,000 vehicles per
day (entering) appears appropriate to use. During these periods volumes on Coronado
Drive immediately south of the Roundabout range from 29,000 to 31 ,000 vehicles per day.
Coronado Drive south of the Roundabout carries an AADT volume of approximately 24,000
vehicles per day.
A review of hourly counts on Coronado Drive south of the Roundabout indicates a slightly
different pattern of traffic than in other parts of Pinellas County. This is attributable to the
resort character of Clearwater Beach. Typically traffic steadily builds during the morning
and early afternoon, reaching a peak around 4 or 5 PM and then slowly dropping off until
11 PM or midnight. The peak hour frequently appears slightly later (5 to 6 PM) on
weekends.
Manual turning movement counts and pedestrian counts were taken by DKS Associates
during the peak hours on Friday, February 23 and Saturday, February 24, 2001. These
counts were taken at the two signalized intersections and many of the minor, unsignalized
intersections in the Beach Walk District. Machine counts on Coronado Drive, taken by the
City of Clearwater were also obtained. The daily count on Friday was 30,961 vehicles and
the count on Saturday was 31 ,278 vehicles. Figures 2 and 3 summarize the hourly turning
movements in the study area recorded during 4-5 PM on Friday and 5-6 PM on Saturday.
In addition we analyzed entry/exits reports for the two South Gulfview parking lots and the
Pier 60 parking lot to identify the peak hourly entering and exiting volumes. Field
observations of traffic flow and pedestrian patterns were observed during these counts as
well as other weekdays and weekends in March.
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LOCATION MAP i
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Beach Walk District Traffic Study
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Legend
Pedestrians <(.....113
Vehicles 160 ..
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Figure 2
FRIDAY PM PEAK HOUR TRAFFIC
Beach Walk District Traffic Study
DKS Associates
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SATURDAY PM PEAK HOUR TRAFFIC
Beach Walk District Traffic Study
DKS Associates
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Level of Service Conditions An operational evaluation of traffic and pedestrian
conditions was performed for the entire Beach Walk District street system using the
SynchrolSim 5 software. This software performs Level of Service calculations using the
procedures of the 2000 Highway Capacity Manual as well as a microscopic simulation
modeling of vehicle flows. Table 1 summarizes the operational characteristics of the
street and intersection system used to determine Level of Service conditions.
Table 1
Highway Capacity Manual Level Of Service Criteria
Level Of Service LOS Criteria
Class IV Urban Signalized Unsignalized
Street Intersection Intersection
Average Travel Average Control Average Control
Speed (mph) Delay per Vehicle Delay per Vehicle
(sec.lveh. ) (sec.lveh.)
A > 25 ~ 10 0-10
B > 19-25 > 10-20 >10-15
C > 13-19 > 20-35 > 15-25
D > 9-13 > 35-55 > 25-35
E > 7-9 > 55-80 > 35-50
F ~7 > 80 > 50
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For the purpose of this study South Gulfview Boulevard and Coronado Drive have been
classified as Class IV Urban Streets. The function and design of these two streets are
most consistent with characteristics of this roadway classification as defined in the
Highway Capacity Manual.
Observations of peak period traffic conditions in the study area indicate the single most
influential feature is the Roundabout. The Roundabout serves as a governor of traffic
limiting the hourly volume of traffic entering and exiting the study area from the north via
Coronado. As traffic on the Roundabout nears the effective capacity, traffic on northbound
Coronado Drive begins to queue spilling back to and through the intersection of South
Gulfview Boulevard and Coronado Drive. This spill-back can extend south on Coronado
Drive and on South Gulfview Boulevard to Third Street and occasionally even further. This
spill-back in turn contributes to delays on the minor cross streets in the study area. Thus
while Level of Service B conditions would normally be expected in the study area, what
is actually experienced on the street is Level of Service D or worse. The Roundabout itself
is impacted by the openings of the Causeway Bridge. The surrounding area street system
requires significant time to recover from the back-ups and surges which occur during and
immediately after the bridge opening. Until these external operational issues are
resolved, the benefits of improvements to the study area street system will be largely
undetected. However, the benefits will be noticed during off peak conditions.
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Figures 4 and 5 provide a summary of the existing Levels of Service on the study area
street system. This data indicates (absent the external issues previously discussed) the
area street system has capacity to accommodate the current demands at acceptable levels
of service. Level of Service C/O conditions were identified at the intersection of Hamden
Drive and South Gulfview. Pedestrian/vehicular conflicts for the heavy left turn/right turn
movements from South Gulfview to Hamden have a significant influence in reducing the
Level of Service. Detailed level of service calculations are provided in Appendix A
Pedestrian/Bicycle Movements Pedestrian/bicycle traffic is another significant factor
within the study area. Heavy pedestrian movements between the Pier 60 beach area and
the Marina contribute to the overall congestion of the segment of Coronado Drive between
South Gulfview Boulevard and the Roundabout. However, the signalized pedestrian
crossing seems to be more effective and safer than conditions prior to the Roundabout
construction. Pedestrian crossings at the intersection of South Gulfviewand Coronado,
while also heavy, seem to be adequately accommodated by the pedestrian signal phasing.
Heavy pedestrian movements crossing South Gulfview at the numerous marked crossings
in the Beach Walk District from First to Fifth Street interfere with the flow of traffic and vice
versa. This, however, is more an expected and unavoidable feature of a beachfront type
of resort area. For the most part, though, disruption to the normal flow of traffic is sporadic
and short term. While pedestrians may have to wait a significant time for acceptable gaps
in traffic, the presence of the median reduces the amount of pedestrian vehicular conflict.
In contrast, pedestrian/bicycle movements in the Coronado Drive corridor from Hamden
to First Street are much lighter with few conflicts noted. Significant pedestrian/vehicular
conflicts were observed at the intersection of Hamden Drive and South Gulfview
Boulevard. These conflicts significantly reduce the overall intersection level of service for
pedestrians and vehicles.
Parkina Conditions While not a focus of this transportation study, the location and
operation of the on-street and off-street parking has a strong influence on the traffic
patterns in the Beach Walk District. As long as the access to the parking is along South
Gulfview Boulevard, this street will attract the greater volume of traffic. Furthermore, on
peak days when the public parking lots become full, traffic entering the lots continues to
queue as visitors wait for the next available space. This queuing often interferes with the
through traffic movements and can disrupt traffic flows through the signalized intersections.
During the peak season the intersection of South Gulfview Blvd. and Coronado Drive
frequently experiences spill-back from the Pier 60 parking lot. A similar problem occurs
at Hamden and South Gulfview Blvd., only the spill-back problem is related to access to
a hotel parking lot.
Future Traffic Conditions
A detailed review of the recommendations and guidelines for the Beach Walk District as
described in the "Beach By Design II plan was conducted. The modifications to the existing
street and pedestrian system reflected by the plan were analyzed to identify the ability of
the proposed system to adequately accommodate expected traffic and pedestrian flows.
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EXISTING FRIDAY PEAK HOUR LEVELS OF SERVICE I
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The primary transportation elements of the Beach by Design plan which were evaluated
are illustrated in Figure 6 and described below:
· Relocation/Realianment of South Gulfview Boulevard The plan recommends
the relocation/realignment of South Gulfview Boulevard to provide a vehicle and
pedestrian promenade. A more curvilinear alignment is recommended to include
two travel lanes (each 10 feet in width) with a bicycle roller/blade lane 15 feet in
width. A pedestrian promenade 25 feet in width with parallel a transit guideway 10
feet in width is proposed for the current alignment of South Gulfview Boulevard.
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· Evebrow Parkina Areas The recommendation is to provide small surface lots in
the two "eyebrows" created by the new curvilinear street. These spaces are
intended to be used primarily by patrons of the restaurants and shops and not by
beach visitors. The size and configuration and access requirements of these lots
will be examined as part of this study.
· Relocation of Parking The new South Gulfview Boulevard will require the
relocation of existing on-street and off-street parking areas which serve the beach
area. The North Gulfview surface lot will be replaced by a parking garage which
is part of the proposed Marriott Seashell Resort. A minimum of 400 public parking
spaces are to be provided (in addition to the parking spaces required for the
project) with the possibility for a total of 580 spaces available for the general public.
Primary access to the parking structure will occur off of Coronado Drive although
secondary (restricted) access to Gulfview Boulevard is proposed.
· Catalytic Development Proiects The "Beach By Design" plan provides a number
of incentives for the redevelopment of the Beach Walk District. Thus, some limited
growth potential in resort activity can be anticipated. To encourage redevelopment
in Clearwater Beach, a pool of 600 additional hotel rooms has been created which
would be available for use at one or more sites within designated priority
development areas. In order to be eligible for this pool, development projects have
to meet a number of criteria. Two projects currently in the planning stages have
been incorporated in this study.
Prooosed Marriott Seashell Resort This proposed redevelopment
project will involve approximately 250 rooms plus supporting retail
and restaurant facilities. The site of the proposed resort currently is
occupied by 66 hotel units. New trips generated by the resort will be
added onto the existing street system. The site plan includes vacating
existing Third Street between Coronado Drive and South Gulview
Boulevard. Access to Coronado Drive and South Gulfview Boulevard
will be provided by a driveway along the south side of the property.
A hotel service drive will be located along the north side of the
development. A major pick-up and drop-off area for arriving guests
will be provided on Coronado Drive.
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"BEACH BY DESIGN" TRANSPORTATIC)N ELEMENTS
I Beach Walk District Traffic Study
OKS Associates
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Markoooulos Proiect This proposed redevelopment project will
involve approximately 460 rooms plus supporting retail and restaurant
facilities. The site of the proposed resort currently is occupied by
220 hotel units. New trips generated by the resort will be added onto
the existing street system. Detailed information on the project was
not available, however, the site is generally known to consist of the
existing Days Inn as well as properties immediately to the south of
First Street and east of Coronado.
. Coronado Drive Improvements Improvement of Coronado Drive between its
intersection with South Gulfview Boulevard and Harnden Drive is recommended,
providing for three travel lanes (36 feet in width) plus 9 feet for a pedestrian facility
along the west side of the street. The improvement would extend to the intersection
of Harnden and South Gulview Boulevard.
Projections of future traffic volumes associated with the above elements were prepared.
New traffic from proposed development was added onto existing volumes and diversions
due to relocation of access to parking and the possible street closure were estimated.
Table 2 summarizes the estimated traffic associated with the two Catalytic Development
Projects. The net new trips to the study area reflected by these two projects were added
onto the existing traffic volumes.
Table 2
!!1P Generation Estimates
Catalytic Development Proposed
Project Number
of Rooms
Estimated
Daily Trips 1
Estimated PM Peak Hour Trips
Inbound
Outbound
Marriott Seashell
Resort
Markopoulos Project 460 2,835 96 126
1 ITE Trip Generation, Sixth Edition. Daily rates for Resort Hotel not available. Ratio of PM Peak Hour to Daily trips
for Hotels (LUC 310) used to calculate Daily rate for Resort Hotel. Adjustment for pass-by trips (25%) and existing
rooms being replaced (66 for the Marriott project and 220 for the Markopoulos project) were applied to the above
estimates to determine net new external trips for the study area.
250
1,540
48
64
The relocation of the beach parking will divert traffic from existing South Gulfview onto
Coronado Drive. This diversion was estimated using the data on parking lot turnover and
entry/exit volumes obtained from the City of Clearwater. Additionally, the potential
vacation of a section of Harnden Drive will divert traffic onto Coronado Drive.
These traffic projections together with the proposed new street system configuration were
evaluated using the Synchro/Sim 5 model. The projected Level of Service calculations and
operating characteristics of the system are shown on Figures 7 and 8. The detailed traffic
projections and level of service calculations are provided in Appendix B.
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FUTURE FRIDAY PEAK HOUR LEVELS OF SERVICE
Beach Walk District Traffic Study
DKS Associates
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FUTURE SATURDAY PEAK HOUR LEVELS OF SERVICE
Beach Walk District Traffic Study
OKS Associates
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Summary of Findings
The following is a summary of the key findings of our traffic study:
1. South Gulfview Boulevard can function acceptably as a curvelineartwo lane facility.
Access to the surface lots and development drives should be limited to right turns
only. A combination of alignment, lane widths and posted speed limit will be
needed to create the low speed operational conditions recommended in the" Beach
By Design" plan. Concern for emergency vehicle access and ability for traffic to
bypass stalled vehicles can be accommodated by providing a 28 foot wide roadway
but using striping and reflectorized pavement markers to reduce the effective lane
width to 10 feet. Relocating parking lot access to Coronado Drive will have a
minimal effect on the traffic demands. Significant diversion will only come with
access restrictions, signage to encourage use of Coronado Drive and/or more direct
controls.
2.
Coronado Drive should be designed to accommodate one through lane in each
direction plus a median lane for turns. This cross section will accommodate the
expected diversion of traffic from South Gulfview Boulevard as well as Hamden
Drive.
3. Coronado Drive will accommodate the additional traffic generated by the Marriott
Seashell Resort as well as the beach parking traffic diverted to the new parking
garage. The proposed access drive should provide for separate left and right turn
lanes outbound. Access to Gulfview Boulvevard will be needed to allow exiting
traffic to use northbound Gulfview in addition to Coronado during the peak hours.
The vacation of Third Street, as part of this development project, will not adversely
impact traffic conditions in the Beach Walk District.
4. The access and management of the small surface lots created in the "eyebrows" is
a concern which will need to be addressed in the concept plan. It would be
desirable to minimize their use by beach visitors. Designs which would preclude
left turn access will also need to be incorporated.
5. Redevelopment of the Days Inn property provid~s an opportunity to modify a key
entry point ot the Beach Walk District. Coordination of site access with possible
changes to the adjacent street system can encourage the desired patterns of traffic
suggested by the Beach by Design Plan. While specifics on the Markopoulos
development were not available, there appears to be a number of alternative
concepts worth considering. Figure 9 illustrates a few of these. Alternative A has
been incorporated in the study at this time and will function acceptably. The
alternatives shown, as well as others, should be considered as the project moves
forward through the planning process.
C:\CIearwaterBeach\lnterimReporlwpd
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ALTERNATIVE ACCESS/CIRCULA TIOI~ CONCEPTS I
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Beach Walk District Traffic Study_ __ __" DKS Associates I
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Existing Conditions
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42: Ramada Inn & S Gulfview Blvd
04/11/2001
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Lane Configurations
Ideal Flow (vphpl) 1900
Lane Width 12
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Fit Protected
Satd. Flow (prot)
Fit Permitted
Satd. Flow (perm)
Volume (vph) 5
Peak-hour factor, PHF 0.92
Adj. Flow (vph) 5
Lane Group Flow (v ph) 0
Confl. Peds. (#/hr) 12
Conti. Bikes (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G' (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension(s)
Lane Grp Cap (vph)
vis Ratio Prot
vis Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
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1900
12
4.0
1.00
0.99
1.00
0.96
0.99
1774
0.93
1665
16
0.92
17
30
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1900
15
4.0
1.00
1.00
0.97
1.00
0.95
1915
0.71
1433
8
0.92
9
476
1900 1900
12 12
7 417
0.92 0.92
8 453
o 0
16 16
Perm Perm
8 4
8 4
19.8 19.7
21.2 21.2
0.38 0.38
5.4 5.5
3.0 3.0
637 548
0.02 cO.33
0.05 0.87
10.8 15.8
1.00 1.00
0.0 13.7
10.8 29.5
B C
10.8 29.5
B C
1900
12
,
1900
12
4.0
1.00
1.00
0.99
1.00
0.95
1773
0.18
344
116
0.92
126
126
113
t.
1900
12
4.0
1.00
1.00
1.00
1.00
1.00
1880
1.00
1880
526
0.92
572
573
1900 1900
12 12
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1900
12
4.0
1.00
1.00
1.00
1.00
1.00
1881
1.00
1879
455
0.92
495
496
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1900
12
4.0
1.00
0.79
1.00
0.85
1.00
1260
1.00
1260
327
0.92
355
355
113
Perm Perm .
2 6
6 6
24.8 16.3 16.3
26.2 17.7 17.7
0.47 0.32 0.32
5.4 5.4 5.4
3.0 3.0 3.0
889 600 403
cO.30
0.26 0.28
0.64 0.83 0.88
11.1 17.4 17.9
1.00 1.00 1.00
1.6 9.1 19.6
12.7 26.6 37.4
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12.5 31.1 .
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HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
c Critical Lane Group
13
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24.8
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4.9
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HCM Level of Service
24.1
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55.4
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Sum of lost time (s)
ICU Level of Service
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E
Clearwater Beach 11: 15 am 02127/2001 Existing Design Weekday Conditions
dksasstamp-st51
A-5
Synchro 5 Report
Page 2
1"1
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HCM Signalized Intersection Capacity Analysis
12: S Gulfview Blvd & Coronado Drive
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Lane Configurations
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Fit Protected
Satd. Flow (prot)
Fit Permitted
Satd. Flow (perm)
Volume (vph)
Peak-hour factor, PHF
Adj. Flow (v ph)
Lane Group Flow (vph)
Conti. Peds. (#Ihr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (v ph)
vIs Ratio Prot
v Is Ratio Perm
vlc Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS",
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1900 1900 1900
11 11 11
4.0
0.97
1.00
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1.00
0.95
3349
0.95
3349
601 8 0
0.92 0.92 0.92
653 9 0
662 0 0
94 63
Perm
4
13.4
14,3
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4.9
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1260
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1900
10
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0.95
1.00
1.00
1.00
1.00
3336
1.00
3336
532
0.92
578
578
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1900
11
4.0
1.00
0.97
1.00
0.85
1.00
1499
1.00
1499
581
0.92
632
632
63
Free
2 6
Free
14.0 14.0 38.0
15.7 15.7 38.0
0.41 0.41 1.00
5.7 5.7
3.0 3.0
1378 751 1499
0.17 cO.27
0.42
0.42 0.64 0.42
7.9 8.9 0.0
1.00 1.00 1.00
0.2 1.9 0.9
8.1 10.8 0.9
A B A
8.1 5.2
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2
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1900
11
4.0
1.00
1.00
1.00
1.00
1.00
1818
1.00
1818
444
0.92
483
483
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HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (5)
Intersection Capacity Utilization
c Critical Lane Group
7.1
0.52
38.0
51.1%
A
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
4.0
A
Synchro 5 Report
Page 1
Clearwater Beach 11: 15 am 02127/2001 Existing Design Weekday Conditions
dksasstamp-st51
A-6
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04/11/2001
2: Causeway Blvd & Roundabout
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Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
1342
332
1
128
134
3: Roundabout & Poinsettia Ave
1987
481
o
267
33
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Volume (vph)
Signal Delay I Veh (s)
Average Speed (mph)
Total TravelTime (hr)
Distance Traveled (mi)
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4: S Gulfview Blvd & Pier 60 Lot
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Distance Traveled (mi)
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5: Roundabout & Mandalay Ave
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Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total TravelTime (hr)
Distance Traveled (mi)
1758 709
11 9999
5 0
8 1972
42 69
8: Roundabout & Coronado Drive
Volume (vph)
Signal Delayl Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
1964
13
5
9
47
1109
9999
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3086
141
Clearwater Beach 11 :15 am 02127/2001 Existing Design Weekday Conditions
Synchro 5 Report
Page 1
dksasstamp-st51
A-7
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04/11/2001
9: Roundabout & Marina
Pif~~j(~ti'Qjif~}~K,;,~{~~~~~l::1~r5;~8~1~t(~~~~< >*&~, -,:' ";' .- - :;:~:J:~i~E'a.::t~11~f{~~~~~~~ItNa~~~~~. ~,-- ~~;~-,'
Volume (vph)
Signal Delay lVeh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
2015
54
2
34
60
86
9999
o
239
4
12: 5 Gulfview Blvd & Coronado Drive
Dire~()ni;d..\.,;";':,!>.;;;i;J;;!iZ,,i:.:,;;:,."
Volume (v ph)
signal Delay / Veh(s)
Average Speed (mph)
TotalTravel Time (hr)
Distance Traveled (mi)
, '0, ,.'. .', ;X{,b,EB,F5,;.,j;;,~~NB::,);j;,,&:,~~~$aXdE!;.,P::,~;J,
609 532 1025
10 9
11 11 20
3 2
32 23 130
,\ <~_ -,_ ~':' - .-c. .
~.' .:.:~' ,','- -, . .." -; ..
, "-'~~~i;:, :',-~: '-:,Y:':':;
,.,..,,:,~":::',,< "," ;':',.\ ";',-~:..
13: First 5t & Coronado Drive
Direct,lc)n<.!' ,n,"rL!'",f;', "Ii':'
Volume (vph)
SigrialDelayIveh (s)
Average Speed (mph)
TotalTra"el Time (hr)
Distance Traveled (mi)
.-: ~~~j\;2f\t;H6::r~~i~}~~~L~; <:.:SB ::;i;jt~i>,,<?f~~~~AI~~~.:-L;;: '"
Xif;itEB/j;;"
18
,'/i,i.kWB,
132
11
12
1
10
404 452
o 1
25 21 .
2 1
41 20
7
.0
1
15: First 5t & 5 Gulfview Blvd
pireqijc:jiji..... ...~.:/;:;:~~:~1ti~~:"~~:~1!~~4~$~1~~j.B.f:~;[;'.~]i$q&~]~,l),iBiNB.,;;~~~~~~a;.. ';, !l<.'
Volume (v ph)
Signal Delay I Veh(s)
Average Speed (mph)
TotalTravel Time (hr)
Distance Traveled (mi)
46 588 566
/21 0 0
6 25 25
2
2 59 19
16: Third 5t & Coronado Drive
Volume (v ph)
SignalDelay I Veh (s)
Average Speed (mph)
Total' Travel Time (hr)
Distance Traveled (mi)
Clearwater Beach 11:15 am 0212712001 Existing Design Weekday Conditions
Synchro 5 Report
Page 2
dksasstamp-st51
A-8
1"1
1:1
t.."""""
aI'.
.........'.............'.............
,-,
-'
:'.:i~~'
""'~-
-
F.......].......................1......1....
.
,.
lIP'
f....................I...............
t:::<
L:d:".,
,
,
,
,
,
II
,
,
,
,
-
Measures of Effectiveness
04/11/2001
17: Third St & S Gulfview Blvd
. ::.t'~;~'1Iigij.~~t2}~::Q~~~n~~t~.~*~J1ft~!~~'~~~i~.~:.
Volume (vph)
Sigri(iIDelayl Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
27
19
7
o
1
18: Harnden Drive & Devon Drive
~ '.~ ~-.Ql~f~}~~\:~'~:}:~$,~;~{rt~j}~~~~~jj~E~~~~~-!:.~,;~i~~%#li\~:~'- ,-~ '~'~:~.~~i~M~~;;:t\j?\~:;;/,'_:, ->
596
o
25
2
44
584
1
24
2
59
OiiSClioh;y';.",;""
"""'-'-"".-'-' .'.
Volume (vph)
SignalDelay IVeh(s)
Average Speed (mph)
TQtalTra"elTime (hr)
Distance Traveled (mi)
~~\",>:'A.i
;''''''
'.. ,<f:;~<>:~~'a~2~~j)~ir~:;~~(4:'-~}{~~;~t>-:<:~: ,,'.., "
~lJ,~;:,_;_;N::~1.;~5~~f~Ne~~l~#tti;?f;)?(~?~~$B ,,/' ': :_';: "> -
113 67
1
25 23
o 0
4 5
21: S Devon Drive & Devon Drive
'NW,;' ."
15
9
8
o
o
, :;( ~>::;_; +~>~~<~ :j-~~:ji~;?:;.;-::;~~3ti 2 r. ::~:::,::,::~,{):::,;~
pjliaipQ.,;!i.ii.~;,.>,::., .' ." ..,c i'"
Volume (vph)
9i96al.Qelay!,,~h..(s)
Average Speed (mph)
TC)~aITra"el"il1le.'(hr)
Distance Traveled (mi)
',,;\':!:i{..:;B;~;.\;:UUWB .."";},
15 25
.0 0
30 25
o
o 1
..SE.<.>,......
10
o
25
o
o
22: S Devon Drive & Harnden Drive
"'?I.':W:S~.I"::/::"n.'-!.;~jj);;~t;:~i};t~.:::~:t~~ir~t;;v.~ i~.::t~;:~:;~t,~:?::(4t~.s~~~~~\::;{;~f~}~~{'~:~.?;.~',i.~~J~.l"ID w~:;{:;~~;:h;'-:N" B;~'-~~~:~{;.~:. >~ :.;.~-:_.'~. '5..B',-' <\.;'.;:~\..:i..:~.,.;~~~<..<.-\..<.".:;...~.;<'......~.:.'.'~.,::.:~..' :~,<.<.'~:.:-;.H...,...:j..~..o.:<'....~... ".~~.").'..5.. <..1.'...<...~.~.-:%1,7......:?,,'.~.'<;..~.'~'.4~.t..<;,.J~.<'-~,<.',~.".'&.'t..i.......',.~t..'.;~~~.~).<.-,-' i;.-::;.:*_'~......:,:.,.t.'.:-'~.~..~.:~.';.:......~'.\...,..i..}.:~<~.:,.;.;<.::;,..,:'-:~~ti.".q.:'..'....;'.:<..l.~.....:<~.i:,.......<.,.':~...>__".c:',:_:::.;:>:;~~::< :'
~",UWtW!" ._" > ;}>/'-:>:AA."_ _ ~y("t;,:?:".>)" q:_.,;' '':; :"~~;"<(~':0~_);:,:<_~:""<~"~,,R<';:'ii:~\r:;;::t(";:lf,~-~1t~~~: .;.'~<~'0,,>>>~A1~' '. ' ;'"" :">~":- ,., ~ '" f, "." V <:A' ~ ,,~Jl. ::.~ ~\l' ~,,<<~\rZ4k.~~"'~'", . ~ 'I-.}W' -
Volume (vph)
9ignarD~layI Veh(s)
Average Speed (mph)
Tpt(il{rra\feITime..(hr)
Distance Traveled (mi)
15
10
7
o
o
24: Third St & Harnden Drive
128
o
25
o
5
57
o
25
o
2
<y?/-;,;", '
Volume (vph)
Sigrl~IDE!laY'JVeh(s)
Average Speed (mph)
Tot(iITravel Time (hr)
Distance Traveled (mi)
20
9
11
o
1
138
1
24
1
16
82
o
25
o
3
Synchro 5 Report
Page 3
Clearwater Beach 11: 15 am 02127/2001 Existing Design Weekday Conditions
dksasstam~st51
A-9
"'1
I.,
1,:11
t,...,
-
fiI
II
,
'1:
ii',}
~:~
'.'....................1.......'................................
:,:::+~
r1-
i;;_,,,,,;~:::
(I
,
,
,
f
...
IP
,
,
,
,
,
Measures of Effectiveness
04/11/2001
26: N Gulfview Lot & S Gulfview Blvd
Jj1fictiQ.Ii1i~~;;f~:~t~;f%;;~:~::-{i_.~~E: ;': ::. <s-_~~:::: :\:?\:;'~;,,:i:~?:~j:~
Volume (v ph)
Signal DelayIVeh (5)
Average Speed (mph)
Total TravelTime (hr)
Distance Traveled (mi)
35
12
4
o
1
27: Brightwater Drive & Coronado Drive
595
o
25
2
58
559
o
25
2
41
~ :::';<':~.<:-~:'-' '-;'.;/ ", ::
...;<",vvaA;ttt;.....'~~NB,~:~~~i~;\~~BAfjJi,;i),~0.;,if.W~~~I.. [;.fi..'W;~1;:.i.'*E;r~,')'~;.<,*&~~ff~~i~~~fu!0~~i,j;i.~~;\iki
Djrectiori;~\~;j";~l1;.,f.,. .'.' , '.
Volume (vph)
Signal Delay!Neh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
35
12
10
o
2
30: Fifth St & 5 Gulfview Blvd
339
o
25
1
19
380
1
24
2
43
Direct.\oll{;...,)/;);..">I','" ,
Volume (vph)
Signal DelaylVeh '(5)
Average Speed (mph)
Total Travel Tifne(hr)
Distance Traveled (mi)
:' ,~;<:;;~~!:wa';::;:~-~~;;~~/ :;};~~NEt Y0.:(:t:ji~>1--~i~a:~;\')~~~~~D:,~:; .- N~..,.: >~tf:/:~'/_-'>""rft(~>:'-: ';;1;.)'---;::.:;j:/;:;>.:.5k~~~jZii\-;-:~~~,;}~{~y:;J;{;/{_~ ;'-~;i:<{~'
63 440 517
15 0
9 25 24
1
3 37
31: Fifth St & Coronado Drive
DireCtiQri::,'...:.,.....k:\.'......;:t'.+\,t~;'l~;.:~~,j;~~,:'.X:~'W'. ...;;;~,)~t~~Ea;j~,j$.~;j~~wai'j~i':~?;"NaI~tJ~iil~AW$B~!f.;;;~\~;6$;~1g};~~?)J;;;~>~;I{;;t1'i;\~~..?~~~~~!
Volume (vph)
Signal DelayIVeh (5)
Average Speed (mph)
Total Travel Time' (hr)
Distance Traveled (mi)
28 16 322 371
16 12 0 '0
8 10 25 24
0 0 2 1..
1 1 44 21
32: Brightwater Drive & Harnden Drive
Volume (vph)
Signal Delay! Veh (5)
Average Speed (mph)
Total TravelTime (hr)
Distance Traveled (mi)
29
11
10
o
2
45
11
11
o
3
158
o
24
o
10
97
1
24
o
11
Synchro 5 Report
Page 4
Clearwater Beach 11 :15 am 0212712001 Existing Design Weekday Conditions
dksasstamp-st51
A-10
I
,I
[mi................ '
1111I
,
~iI
r
~.:I
hI
-
~tl
tJ\-,~
,
,
,
,
,
,
,
,
,
,
,
Measures of Effectiveness
04/11/2001
34: Fifth St & Harnden Drive
Volume (v ph)
Signal Delay / Veh (5)
Average Speed (mph)
. Total Travel Time (hr)
Distance Traveled (mi)
'.t:tIf~f~~~g;NB..~~;;lttt0~~B:f~~~~."':e~~k~}J<<~0~iJ'i!.t',;,Wii;i\J',i\'Y""'"
15 158 107
10 0 0
11 23 25
o 0 0
1 6 6
36: Bayside Drive & Harnden Drive
Di..ecuon,
Volume (vph)
Signal DelayIVeh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
_"".:._.'_,,';_,__:_'.,n":,'''"
-.' ~':~ :-<,:> ;,?:qBH\:;i);;j\~;~S~~~-
'(SB;!;!;;:,
102
1
21
o
4
,V!__,'._;.:-:
i/'.\~~';_-<'."~>,,--> .~
157
o
25
o
12
38: S Gulfview Lot & S'Gulfview Blvd
. Direction "//' ,-
Volume (vph)
Signal Delay IVeh (5)
Average Speed (mph)
Total TravelTime(hr)
Distance Traveled (mi)
,'". ." ." ,." .,', "'I::B"
,~/~~~_ '-~.~,~fir;; t';;~li.';':,~~%f'i'~:~!i;~, . _;~ii~~;'~-~":>~'::".t::
NB,;,,'
444
o
25
2
56
'SB,
490
o
25
2
41
. c (:;~:~~~>-::--:(-b~~~~..>>-;>t<:~ -.;
J(:(:'" ,
55
12
4
o
1
41: Harnden Drive & Coronado Drive
,;~~~, \<<~SJt,' ~~i'~li':&;i~j~~.i~\~,<?;~;W\-;~:;;. ,<,.:, .;.,'.
OireCtion ',"
Volume (v ph)
Signal DelayIVeh (5)
Average Speed (mph)
Total TravelTime (hr)
Distance Traveled (mi)
,58 ' , ' SE
461 92 385
3 0 13
18 25 15
1 0 4
25 7 53
42: Ramada Inn & S Gulfview Blvd
DireCtiori.,.........,V;~~~~j~;,,~~;,kKr.
Volume (vph)
Signal Delay rVeh (5)
Average Speed (mph)
Total TravelTime (hr)
Distance Traveled (mi)
28
10
4
o
o
438
32
5
5
24
643
11
16
5
81
783
14
10
5
54
Clearwater Beach 11 :15 am 02127/2001 Existing Design Weekday Conditions
Synchro 5 Report
Page 5
dksasstamp-st51
A-11
r'l
L:.;l;
tlJI
il
.......'..
p
--
1.1.)):.
..
(I
tlll
I'~
Ei\,
Measures of Effectiveness
04/11/2001
,
,
,
,
,
,
,
,
,
,
......
IP
44: Bayway Blvd & S Gulfview Blvd
1",i;;))~N~la~lW~tiit\;~\;~E.::.;~I~':;:;f;\i.NW}"I...;A:"'A'ill}~\iji~$rA~~'~1t%;;'~~~~);;~_,~i.1m"i;'iiif~;';il;1J.':','.
tniiCtiol1.I\li:~:.r' ......
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
133
o
25
o
5
47: S Gulfview Blvd & Bayway Turn
Direction ',;fi:BH('
Volume (vph) 826
Signal DelaylVeh(s) 0
Average Speed (mph) 25
Total Travel Time (hr) 1
Distance Traveled (mi) 29
48: Bayway Blvd & Bayway Turn
Direction
Volume (v ph)
Signal DelaylVeh '(s)
Average Speed (mph)
TQfal TraV!3ITime(hr)
Distance Traveled (mi)
.:Ee'
96
o
25
o
4
922
o
25
3
63
we
671
o
25
2
52
we
144
1
23
o
8
650
o
25
1
23
SB
10
40
1
o
o
,\-':':"'(-.-" ,;
,- ,c_'_ .,-,':):A;..:<:-':;- ',;-
NB
20
9
5
o
o
Synchro 5 Report
Page 6
Clearwater Beach 11:15 am 02127/2001 Existing Design Weekday Conditions
dksasstamp-st51
A-12
i"il
,.'....,.,'....'.1
'.
II
II
II
rll
L".;.
d
Lib
.i........................f...,',....I.,...
F::n
,j
L~T:;
III
II
II
II
.........
.
.
,
,
,
-
-
Detailed Measures of Effectiveness
04/11/2001
38: S Gulfview Lot & S Gulfview Blvd
DireCtion ,.,c';;ii,~~\kr;~'ift~l~.i;j~fi~~%I~Wt~B~~I::~~~'iNB"":~1~~,i~i~~ait~~~j~t;~:-__
Volume (vph) 55 444 490
Signal Delay / Veh (s) 0 0 0
Average Speed (mph) 10 25 25
Total Travel Time (hr) 0 2 2
Distance Traveled (mi) 1 56 41
ClealWater Beach 11: 15 am 02127/2001 Existing Design Weekday Conditions
Synchro 5 Report
Page 1
dksasstamp-st51
A-13
[.1
Ifl
I .
!f1
LI
................
.-
t.I
II
~...f..;f.
~
41.......................1.......
Y"
it:;
II
II
II
,
(I
II
,
,
,
~
~.'
:mi................
IP
Map - Clearwater Beach-8each Walk Area Study
Volumes
1i
f
1:
C
-8
III
~
o
3
o
CD
~
..
[[
1
8 9030
~
(f
...
10
o
'"
!~IO ~g
rlO
"'-
10
o
"'0 2
1:'" J-j15
10
~~ ,.!
CD~
l '"
1
~
IJ)
I
CI)
l
c
-8
III
~
<3
o
RIO
II'" 25
'4-\1 >-15
11):80
ThItl1 -l- "'1 "g
~ ~rlO
'"
to
f;J'"
First Sf
~t
to
tlO
;j-
~~
J
~g-< 01
...-
'"
.; ~
0
N Gulf\oiew lot<- enla -8 i
'I ~
0 ~
0
12lk,. 1 c
~
tB E
:l
en
~ "'0
IJ) r"'~g
:t
..
~ (en
~
Cl
CI) ..,IV
~
Clearwater Beach-Beach Walk Area Study Existing Design Saturday Conditions
A-14
04/12/2001
Appendix Figure A-2
rl
t:1
,
-
-
-
~
IpI
i...........:.......I........
.~
frt;:,
II
&I
(I
......
...
&I
(I
(I
&I
II
~
II
.
Map - Clearwater Beach-Beach Walk Area Study
Volumes
04112/2001
on
"'0
t~ H6
ton
..,~
..,teo
J.. - I-Jo
20
5
~ 0"[
~;s1!J
Sri
ter O/jve
~
Ii?
ltK! ~sg
[
....i!?
Fifth St
J
i
ideo~
0
~! -
ulfview Lot -
-
Clearwater Beach-Beach Walk Area Study Existing Design Saturday Conditions
Appendix Figure A-2
A-15
1"........1
i
i
,
b.
Iii
!k,l
-
tal
-
....-.....,............1.
~
-
itl
i<ol;o-..,
-
,
,
,
,
II
,
,
,
-
-
HeM Signalized Intersection Capacity Analysis
42: Ramada Inn & S Gulfview Blvd
04/11/2001
""i
t
~
~
~
oj
'\
\
,
....
"
r'
i!!,l1;'ljiJB:i11~_",^- ~__._"._"__.__ _,,~l~L. ~il~j r \'I~l~, ::3_:;]~ ~.:fi' -:l~J~~ _':;,=~.": ."E ern :- -~~~ _~. iJf' :.t",\A ,:::) ~:
Lane Configurations . . 'i t. 4f"
Ideal Flow (v ph pi) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 12 12 12 12 15 12 12 12 12 12 12 12
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 0.98 1.00 1.00 1.00 1.00 0.66
Flpb, ped/bikes 1.00 0.97 1.00 1.00 1.00 1.00
Frt 0.95 0.99 1.00 1.00 1.00 0.85
Fit Protected 0.99 0.96 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1740 1894 1787 1880 1878 1054
Fit Permitted 0.94 0.73 0.15 1.00 0.99 1.00
Satd. Flow (perm) 1646 1436 279 1880 1869 1054
Volume (vph) 5 15 10 375 25 20 180 525 1 5 505 445
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.920.92 0.92 0.92 0.92
Adj. Flow (v ph) 5 16 11 408 27 22 196 571 1 5 549 484
Lane Group Flow (vph) 0 32 0 0 457 0 196 572 0 0 554 484
Conti. Peds. (#/hr) 15 20 20 15 160 150 150 160
Conti. Bikes (#/hr) 12
Turn Type Perm Perm pm+pt
Protected Phases 8 4 5
Permitted Phases 8 4 2
Actuated Green, G (s) 22.4 22.3 32.3 32.3
Effective Green, g (s) 23.8 23.8 33.7 33.7
. Actuated g/C Ratio 0.36 0.36 0.51 0.51
Clearance Time (s) 5.4 5.5 4.9 5.4
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (v ph) 598 522 284 967
vis Ratio Prot 0.06 cO.30
vis Ratio Perm 0.02 cO.32 0.29 0.30 0.46
v/c Ratio 0.05 0.88 0.69 0.59 0.82 1.27
Uniform Delay, d1 13.5 19.5 12.1 11.1 19.1 20.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.0 15.1 7.0 1.0 8.1 142.2
Delay (s) 13.6 34.6 19.1 12.127.1 163.2
Level of Service B C B B C F
Approach Delay (s) 13.6 34.6 13.9 90.6 .
Approach LOS B C B F
Pit8fS11tion~bmmll
HCM Average Control Delay 52.7 HCM Level of Service D
HCM Volume to Capacity ratio 1.04
Actuated Cycle Length (s) 65.5
Intersection Capacity Utilization 101.4%
c Critical Lane Group
Perm
Perm
2
6
6
6
22.2
23.6
0.36
5.4
3.0
380
22.2
23.6
0.36
5.4
3.0
673
Sum of lost time (s)
ICU Level of Service
12.0
F
Clearwater Beach-Beach Walk Area Study 02127/2001 Existing Design Saturday Conditions Synchro 5 Report
Page 1
dksasstarnp-st51
A-16
rl
t
I
'1'.....,.',..'..'.
~,
,t
II
II
~I
.....'..../.
It-
!.,.,..,ilt..i...i,t.;..'..I'.,
0,.
C-4__
HCM Signalized Intersection Capacity Analysis
12: S Gulfview Blvd & Coronado Drive
04/11/2001
~
"'\- "'
t
~
.I
· m,!E!L:'".,_,;:-,_.:_~_. _.,:.3~L~~L:~~,~~:1~:}~:~I~!f.,~~}"~' ~~,~)~{ ........ :_'--,:,~-;~,~<",:':,",.-:_._ .~.. .
Lane Configurations
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Fit Protected
Satd. Flow (prot)
Fit Permitted
Satd. Flow (perm)
Volume (vph)
Peak-hour factor, PHF
Adj. Flow (vph)
Lane Group Flow (vph)
Conti. Peds. (#Ihr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (5)
Actuated g/C Ratio
Clearance Time (5)
Vehicle Extension (s)
Lane Grp Cap (vph)
vIs Ratio Prot
vIs Ratio Perm
v/c Ratio
Uniform Delay. d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
.....'.,.1...........
[1-
II
II
II
,
.
..
.-
II
(I
.
[,;~~
fl..,'.'....',.'.,.....,..
,,,,,
4<
~:~',
SUi
"V
1900
11
4.0
0.97
1.00
1.00
1.00
0.95
3350
0.95
3350
540
0.92
587
592
12.5
13.4
0.38
4.9
3.0
1272
0.18
0.47
8.3
1.00
0.3
8.5
A
8.5
A
1900 1900
11 11
5 0
0.92 0.92
5 0
o 0
205 135
Perm
4
4+
1900
10
4.0
0.95
1.00
1.00
1.00
1.00
3336
1.00
3336
585
0.92
636
636
+
1900
11
4.0
1.00
1.00
1.00
1.00
1.00
1818
1.00
1818
310
0.92
337
337
.,
1900
11
4.0
1.00
0.95
1.00
0.85
1.00
1466
1.00
1466
720
0.92
783
783
135
Free
2 6
Free
12.5 12.5 35.3
13.9 13.9 35.3
0.39 0.39 1.00
5.4 5.4
3.0 3.0
1314 716 1466
0.19 0.19
0.53
0.48 0.47 0.53
8.0 8.0 0.0
1.00 1.00 1.00
0.3 0.5 1.4
8.3 8.4 1.4
A A A
8.3 3.5
A A
2
; ..H'~'i";\~4nfiWir:li'1' , ,,' '- '
~[",,,;...Lt.-~,..~'-',~~, ';< _, !, ~" l , , ~. ......
HCM Average Control. Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (5)
Intersection Capacity Utilization
c Critical Lane Group
6.1
0.53
35.3
41.4%
HCM .Level'of Service
A
Sum of lost time (5)
ICU Level of Service
0.0
A
Clearwater Beach-Beach Walk Area Study 02127/2001 Existing Design Saturday Conditions Synchro 5 Report
Page 1
dksasstamp-st51
A-17
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1.1
II
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..........................'.......
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II
II
II
II
II
-
,
II
,
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Detailed Measures of Effectiveness
2: Causeway Blvd & Roundabout
04/11/2001
Qiij~i)ij;N$M~F;#{~;N~~~~~~'.~:' ,..
Volume (vph)
Signal Delay 1 Veh (s)
Average Speed (mph)
Total.Travel Time (hr)
Distance Traveled (mi)
,~t~{r~'~;~*'i:~B",\
1385 1945
o 0
30 18
5 2
138 32
3: Roundabout & Poinsettia Ave
c~ :; .:" ':<;:'-~~~: "~,:;:::i~:} :;\:'i!:(,;\i~~~-:~~t)'l,:;:~S~t ,:: ( :,r(f~l~M~:G~/?~~~>h<,~::,:',;;,:~:t:;~'
Di@Ctlon : "'i ....... " .' ,.' '. "i;;'"~!{;i~':!;~};~~?2:;;~~~'}~SB' :";
Volume (vph) 175
signalOelayIVeh (s) 0
Average Speed (mph) 25
TotalTravel'Time (hr) 1
Distance Traveled (mi) 15
4: S GulfviewBlvd & Pier 60 Lot
'(NW
1700
o
16
2
37
Di~c:#iQn
Volume (vph)
$i9nalDelay IVeh (s)
Average Speed (mph)
T()t~ITravel' Time (hr)
Distance Traveled (mi)
;"j.j,,>:;ws<:
720
o
25
2
38
5: Roundabout & Mandalay Ave
'NB"
540
o
25
1
18
SB<
109
o
10
o
2
::,~ -,',. ~J {i,'i::>..':',: ",':':~<~<
Jjii:e~ion .' .....,.
Volume (v ph)
$igl'1slDelay 1 Veh(s)
Average Speed (mph)
TotalTravel Time (hr)
Distance Traveled (mi)
}~:::;,{~:~~iif:i'h(~:'J;.}f1;!l~j:Ft~WEI- -::/(\:,~:~:
. -""':' ~,,:' ;";:::, :,~:~.,~;':-::;;:~-:~:\~+;,~~~yf?7~~;~:L\.:_',}.;~}j.).,;.: ~::;:~~:%;::>;;i:r1~i/.; , < ',~ ~
1824
13
4
10
44
8: Roundabout & Coronado Drive
"t'SB
680
9999
o
1891
66
,,}, 5':.)'.";: <')::>~\- ;: ~:,. ,"~:
::!;:'~:<~:ih:~t?~i?~1~,~1~_~>t~~~;-;;~~~$ititiif~;;~:~f:~;~~,~t:<
~<;.. ,~>(,
~'\, <:',-,:>;,?,:::~'<s:; ~.-;-,.
1995
13
5
10
55
~:Uj'Pfig:ri ):.'::~:.'\~i\'::!.'-:.:;;~~h: :;,;;:> '. :-::. ~.'-::"i>~~~y'_::~}<~~?;~~~,~;;::;l-\- ~- ~;~:ks;~i2lJ~~/ft.tti: ;:.~'s;~~~rN_E ;~>~; :-.:~:<,:;
Volume (vph)
SigrlalDelay IVeh (s)
Average Speed (mph)
TotalTravel Time (hr)
Distance Traveled (mi)
Clearwater Beach-Beach Walk Area Study 02127/2001 Existing Design Saturday Conditions Synchro 5 Report
Page 1
dksasstamp-st51
A-18
1'1
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Detailed Measures of Effectiveness
04/11/2001
9: Roundabout & Marina
-
..
..
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~.j~
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1...J~..,.,.,....".!,.."...'.,.'.]I'"'.,',,.
~
il
,
,
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[)il;Qaj9i11ifii!;!.iii{~i~';%~~>!f..".!M~'F';?!~$S.!j();!~,." ,}\'i",";,~(EB !8;(.;;;i:!}!((.NB ./v~:;,Ai;:;~?3~C;..~,!!!!~i;!.f;;;;&h;'!!'i:C 'jG.k ..i~Kk<'..~~:!~5i,~;:!,'iih!t";I.;~&1il~~~j~$,~!i~{~~
Volume (vph)
Signal Delay IVeh(s)
Average Speed (mph)
Total Travel. Time' (hr)
Distance Traveled (mi)
1975
50
2
31
67
12: S Gulfview Blvd & Coronado Drive
75
9999
o
208
4
- -'. ---'-.,"-',.' ---,',.."-,,,..-.
.:' ';',~i{. ':;_:.~{~~\~,t~:"i:;'~i:~::S:;~t;N~}::: :j~i::-.^~.t~1}j~~k: ~ -" . ',.' .
DireCtion;i.j...i;~0t;;;.. .... .p. ,<.
Volume (v ph)
Signal Delayl Veh.'(s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
......EB".
>--'.:) -~!/-".
545
9
12
2
29
13: First St & Coronado Drive
;'iNB .)~.':>;
585
9
11
2
26
'Y;;:SBS;:;,;.'j!i!Wi
1030
3
22
6
125
;-{.<-<.:..''t:,;"f';'- ;"~'
DireCtion
Volume (vph)
Signa'jjDelayIVeh(s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
,;,EB..." .
35
19
7
o
2
15: First St & S Gulfview Blvd
....we....
224
12
12
1
17
;..,:.N.B,.t;
374
o
25
2
38
I>,SB'
315
1
22
1
14
Volume (vph) 25 540 735
Signal Delaylyeh(s) 20 0 0
Average Speed (mph) 7 25 25
Total Travel Time (hr) 02 1
Distance Traveled (mi) 1 55 24
16: Third St & Coronado Drive
PlreQUoll'i!' ...
Volume (vph)
Signal Delay IVeh(s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
Clearwater Beach-Beach Walk Area Study 0212712001 Existing Design Saturday Conditions Synchro 5 Report
Page 2
dksasstamp-st51
A-19
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-
-
-
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-
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Detailed Measures of Effectiveness
17: Third St & S Gulfview Blvd
04/11/2001
Direction ;~.:~'~._;~':-~:~~::::-:":~~:{J.~~:,~-;f~~~~~z~;&~~~~~f~~~~)wa',:~;:::;!y~'::C
Volume (v ph) 40
Signal Delay 1 Veh (s) 21
Average Speed (mph) 7
Total Travel Time (hr) 0
Distance Traveled (mi) 2
'}f\JB/
550
o
25
2
41
18: Harnden Drive & Devon Drive
:,':~:{~~.S'B'_:;:::~~~:<R;~,ii;{}'~t~~;1~f~~A_~li;;~il;;~ii:';y)\~~~I:~;::-~.~:'.-.-:t:'.::,<:';,'.; -:-;-,-;,::::;,.;::-::";"-' .
725
o
25
3
73
Direction ...... . '", ..,,~ji;.,'.~b.. ~~i~t,?lNB\:;:
Volume (vph) 210
Signal Delay IVeh (s) 0
Average Speed (mph) 25
Total Travel Time (hr) 0
Distance Traveled (mi) 8
'.':.SB
60
1
23
o
4
21: S Devon Drive & Devon Drive
NW
20
10
8
o
1
Direction ..,./\,.%I;B WB SE
Volume (vph) 15 35 10
Signal Delay 1 Veh (s) 0 0 0
Average Speed (mph) 25 25 25
Total Travel Time (hr) 0 0
Distance Traveled (mi) 0 1 0
22: S Devon Drive & Harnden Drive
t;":,(;"~,i~"~t:~~(A' '~, ,:''',~ ;<'?;~i:~:{V;"';
Direction .: ..;~:,:;;2;i~"::~;~;{:l;%~;j:ft~~wa;:t';;':,"::';\NB'" ",
Volume (vph) 25 224
Signal Delayl Veh(s) 10 0
Average Speed (mph) 6 25
TotalTravel Time (hr) 0 0
Distance Traveled (mi) 1 9
24: Third St & Harnden Drive
sa;W';;iS'.
60
o
25
o
2
~'-' '".< ,,'-"," ',' ,~, -, ,-'-" ,'-." - ,
~~?>~:s,:\~M:A~N;:t~,~;~~}{:~~Wt"~/~~\~.~' ,Y;-::,
Oh'eCtion
Volume (v ph)
Signal Delay 1 Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
< ,;.~:-~~d;-_-~~:~>yr;~~0~::~::::f~~b;~~:;l;Q::;' {.;'/.., ," > ':. ~..NB
30 255
10 1
11 23
o 1
2 30
','SB,' h.",.,: '.Co". ii'.j\l:'P",";: ,~~; ,. ,<.:+/''\".,,,.'., ";:';., ~;.::?;>:.,
90
o
25
o
4
Clearwater Beach-Beach Walk Area Study 02127/2001 Existing Design Saturday Conditions Synchro 5 Report
Page 3
dksasstamp-st51
A-20
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Detailed Measures of Effectiveness
04/11/2001
26: N Gulfview Lot & S Gulfview Blvd
"'::;"",'<:,:::~:::-~fjP~:-:":'::'"
,,"',:,<.,)"'-:.
Direction%;c:~i')S{;"<:t.... .
Volume (vph)
Signal Delay 1 Veh (s)
Average Speed (mph)
Total TravelTime (hr)
Distance Traveled (mi)
" ..i\};;;;i;':~,I;B;di;i,;'~fi;~':f~i{NB'.. +~;;:')!:~;SB'
120 550 715
17 0 0
3 25 25
1 2 2
3 53 53
27: Brightwater Drive & Coronado Drive
Direction'
Volume (vph)
Signal DelaylVeh"(s)
Average Speed (mph)
Total TravelTime (hr)
Distance Traveled (mi)
WS'
35
13
9
o
2
eNB -
350
o
25
1
20
30: Fifth St & S Gulfview Blvd
..~',<SB ;\',::'
285
1
24
1
32
Direction
Volume (vph)
Signal DelayIVeh(s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
we
64
19
7
o
3
NB
520
o
25
2
44
31: Fifth St & Coronado Drive
SB
745
1
23
3
72
:~: ./: >:':'~~
:~ :':. >""""
',',.'-;,.,,',-',-:-
Direction e.'. '.. . ;,,;'f
Volume (vph)
Signal Delay I Veh(s)
Average Speed (mph)
Total TravelTime (hr)
Distance Traveled (mi)
,""W~;EB"~!i,I;;,y;;;;:;;~WB .':;{\'
99 45
2014
7 9
1 0
5 2
32: Brightwater Drive & Harnden Drive
;::;;,{NB"ij;.,.;;.,:i"
325
1
24
2
45
, .....:.~::EB;:r,;....p.>:,WB.~:{{~t~),;'ri::iNai~}G\/I:
Direction " ", :<'~-J. ;':;t~-~~,:':->., /,;'
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time.(hr)
Distance Traveled (mi)
40
12
10
o
2
45
13
10
o
3
290
1
23
1
17
"".:.SB.' ....,
304
o
24
1
17
", ."-,, ',;,,'\\</:',:;-, ~.;(i;;:':::::::.':
:::.:,:'r:~(;:(<'
.:~:SB?;il:i;%;;;;~;:'i '..
90
1
24
o
11
> t:~::~~-~V_~:::A\:~t;?~;d;{;' ^ ~~ ~,; ~ ~ii);;:~3;i:i<i1:;
Clearwater Beach-Beach Walk Area Study 02127/2001 Existing Design Saturday Conditions Synchro 5 Report
Page 4
dksasstamp-st51
A-21
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Detailed Measures of Effectiveness
34: Fifth St & Harnden Drive
04/11/2001
Direction ....... ...,........,...j\..:.i~F~~.;~~i.i.;~~6!t~'~~M\f0}?,!:~ti:~EB..:j;2U::,
Volume (vph) 45
Signal Delay 1 Veh (s) 10
Average Speed (mph) 11
Total Travel Time (hr) 0
Distance Traveled (mi) 2
36: Bayside Drive & Harnden Drive
,..iJ(<'/.,WB
25
11
12
o
2
Direction
Volume (vph)
Signal Delay IVeh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
38: S Gulfview Lot & S Gulfview Blvd
:-\~:~;'NB _-:::'~;_:{/~:~;::~:;~P.~.:~~RJ~1~~i~tf~:~1N~ti~:~:~~fi~~$)~~{~~'hi{ ;':: ".,-'>~.':'" ... ;:~::' ,
". : ,~,,':'-- '"
305 105
1 0
22 25
1 0
13 6
<EB.....
55
14
3
Direction
Volume (vph)
Signal DelayIVeh.(s)
Average Speed (mph)
J)>taITravel Time' (hr)
Distance Traveled (mi)
k4i<
~!I
Ii
.,
~
[;.'.'i~;,.'i'i"""
r
~
.,
~
~
~
~""""""",,"""'.i
,
c-
~
41: Harnden Drive & Coronado Drive
1
NB
535
o
25
3
68
SB>.
690
o
25
2
58
Direction
Volume (vph)
Signal Delay 1 Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
,,'.wNB '.
625
4
17
2
34
42: Ramada Inn & S Gulfview Blvd
'..:SB'
109
o
25
o
8
:,SE i,>..
339
14
15
3
47
D,irection
Volume (vph)
Signal Delay 1 Veh (s)
Average Speed (mph)
TotalTravel Time (hr)
Distance Traveled (mi)
-::_:;~,-,;:,~ - '
.'. ";..;i!;~I!NB.;i~:b
29
11
4
o
1
."SB
420
29
A~1
4
23
'-iSE
706
13
15
6
89
NW
955
14
10
6
65
Clearwater Beach-Beach Walk Area Study 02127/2001 Existing Design Saturday Conditions Synchro 5 Report
Page 5
dksasstamp-st51
A-22
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Detailed Measures of Effectiveness
04/11/2001
44: Bayway Blvd & S Gulfview Blvd
;, ';;'-::>'~'-~"i'i'~;~/::h;7~;:\'~;;).;-:t;fKK~~i~WB:}~m:~~~~r~Ei~~i}~~~W'::J;tfd:~;~(.J~;f,.::'::;:~
. ;.,,';;' ?/~~>~:~:~~ ," ~ ~ .:::' ::~.J/~;~:~~~~j~l~'M~~~~~~t::~\~;~,~;~~;l:):~..r:
Olrjctlon},ii "'i~'~"""""" ,.
Volume (vph)
Signal Delay 1 Veh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
155
o
25
o
6
910
o
25
3
62
800
o
25
1
28
47: S Gulfview Blvd & Bayway Turn
Direction . EB:%',;{;:~;,WB;: 'SB.
Volume (vph) 810 821 10
Signal Delay 1 Veh (5) 0 0 49
Average Speed (mph) 25 25 1
Total Travel Time (hr) 1 3 0
Distance Traveled (mi) 29 64 0
48: Bayway Blvd & Bayway Turn
Direction
Volume (vph)
SignaLDelay IVeh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
...EB......
96
o
25
o
4
.WB
165
o
24
o
10
.NB
20
9
4
o
o
Clearwater Beach-Beach Walk Area Study 0212712001 Existing Design Saturday Conditions Synchro 5 Report
Page 6
dksasstamp-st51
A-23
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.............
.-
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Appendix B
Future Conditions
C:\Clearwater8eachllnterimReport.wpd
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.11
Map - Clearwater Beach
Volumes
"3
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a:
o 1
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! "-40 E ebrow Lot 25
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Clearwater Beach Proposed Weekday Design Conditions
B-1
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04/12/2001
,
First St
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Sri fwater Drive
~
Appendix Figure B-1
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Map - Clearwater Beach
Volumes
04112/2001
o
A~ ,...,~
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~ ot erQrive
~~~ ~
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!l
ss-,.
~
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Clearwater Beach Proposed Weekday Design Conditions
Appendix Figure B-1
B-2
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HCM Signalized Intersection Capacity Analysis
12: S Gulfview Blvd & Coronado Drive
; ~ "'
t
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04/11/2001
MQv:~meJtt'f,~~N,~~~;lYf.t~EBb~EBR.~a~~~aT_egi~At.t#~ii~~;iJttf~ijijij.:;;~~,)it0>tj",;q,%~~!t~~;tG~~~~~~~?;;~lliSI!~
Lane Configurations '1V 4+ + .,
Ideal Flow (vphpl) 1900 1900 1900 1900 19001900
Lane Width 11 11 11 1 0 11 11
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Uti!. Factor 0.97 0.95 1.00 1.00
Frpb, pedlbikes 1.001.00 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85
Fit Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 3345 3336 1818 1499
Fit Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 33453336 1818 1499
Volume (vph) 570 645 565 515
Peak-hour factor, PHF 0.920.92 0.92 0.92
Adj. Flow (vph) 620 701 614 560
Lane Group Flow(vph) 631 701 614 560
Confl.Peds.(~Q 63
Turn Type Free
Protected Phases 4 2 6
Permitted Phases 2
Actuated Green, G (s) 13.9
Effective Green,g(s) 14.8
Actuated g/C Ratio 0.34
Clearance Timei(s) 4.9
Vehicle Extension (s) 3.0
I4!ne Grp Cap (vph) 1135
vIs Ratio Prot cO.19
vIs Ratio Perm
v/c Ratio 0.56
Uniform DelaY,<f1 113
Progression Factor 1.00
Incremental Delay,d2 0.6
Delay (5) 12.3
Level of Service B
Approach Delay (s) 12.3
Approach LOSS
Intersection'Si.lmmafY:;';,;,\:1~Y;H; ",;:<. .~<>d" 'c.,'" ;i:I;>,;~'2:,(:'\~>;; ",
I-ICMAverageCof1trol Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (5)
Intersection Capacity Utilization
c Critical Lane Group
19.1
20.8
0.48
5.7
3.0
1591
0.21
Free
43.6
'43.6
1.00
19.1
20.8
0.48
5.7
3.0
867
cO.34
1499
0;37
0.37
0.0
1.00
0.7
0.7
A
0.44
7.5
1.00
0.2
7.7
A
7.7
A
0.71
9.0
0.97
2.7
11.4
B
6.3
8.2
0.64
43.6
57.1%
HCM Level of Service
Sum of lost time (5)
ICU Level of Service
;",'~ .:::'::':
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Clearwater Beach 11 :15 am 02127/2001 Proposed Weekday Design Conditions
dksasstamp-st51
B-3
Synchro 5 Report
Page 1
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HCM Signalized Intersection Capacity Analysis
42: Ramada Inn & S Gulfview Blvd
04/11/2001
"i
t
f6.
~
~
'\
"
\
M ..' t :.".,i;i;;.:i......r.....">;""N..BJ~'B.~liBR~;\"::"S' BL""'::'SBT'
.. ovemen":;':,1:'.<.*,n;~\;';k(.i';:$~::. ....1f.q",I'~~....:~f4i:'i. ,,,,,,.,' ",
Lane Configurations 4- ~ f+.
Ideal Flow (vphpl) 19001900 1900 1900 1900 1900
Lane Width 12 12 12 12 15 12
Total Lost time (s) 4;0 4.0 4.0
Lane Uti!. Factor 1.00 1.00 1.00
Frpb, pedlbikes 0.98 1.00 0.97
Flpb, pedlbikes 1.00 0.99 1.00
Frt 0.95 1.00 0.91
Fit Protected 0.99 0.95 1.00
Satd. Flow (prot) >4747 1763 1826
Fit Pennitted 0.94 0.64 1.00
Satd. Flow (penn) 1653 1184 1826
Volume (v ph) 5 15 10 410 10
Peak-hour factor, PHF 0.92," 0.92 0.920.92 0.92
Adj. Flow (vph) 5 16 11 446 11
Lane Group Flow (vph) 0 32 0 446 27
Conti. Peds. (#lhr) 12 16 16
Conti. Bikes (#lhr)
Turn Type Penn pm+pt
Protected Phases 8 7
Pennitted Phases 8 4
Actuated Green,G (s)2.5 15.2
Effective Green, g (s) 3.9 16.7
Actuated glC Ratio '0.07 0.32
Clearance Time (s) 5.4 4.5
Vehicle Extensi()n(s) >3,0 "3;0
Lane Grp Cap (v ph) 124 476
vis Ratio Prot cO.16
vis Ratio Penn 0.02 cO.14
vlc Ratio 0.26 0;94 0.05
Unifonn Delay. d1 22.8 17.1 12.3
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 1.1 26.0 0.0
Delay (s) 23.9 43.2 12.3
Level of Service C D B
Approach Delay(s)23.941.4
Approach LOS C D
Intersection surllinary;;~(:~~sMti~i).'i~~'%ir~,*i~;~ii;*~t.:::;:;,;;i.',;",:.'~~'::1i;;;::;~k' ..;:~,\;~i~1i,j;*;~0ft~~}l~~~;~~~~4!!;:%i,(~~%", iTC;
HCM Average Control Delay 21.9 HCM Level of Service C
HCM Volume to Capacity ratio 0.85
Actuated Cycle Length (s) 52.2
Intersection Capacity Utilization 98.4%
c Critical Lane Group
15.2
16.7
0.32
5.5
3.0
584
0.01
...
'SBR~'-'S'E"Y:'(';+S'Em',{i~ER":w;N"""'~"+'" ....... ...
,'1. 'c.:-, .a;;J~l;;Y .' ~~ .B~. \Anj:. ?iNWT.cct"N..WR.
~ . ,"'-,o(!f')',_:",. '~"''<''"'''''' -"_''',~.__:":",''1I'L;;i.,:,:,,.,.5,,:,:, ).",.",,;.~~.,':~,
~
.,J
J
~ f+.
1900 1900
12 12
4.0 4.0
1.00 1.00
1.00 1.00
0.99 1.00
1.00 1,00
0.95 1.00
1770 1875
0.21 1.00
394 1875.'.
120 530
0.92 0.92
130 576
130 581
113
4
15
0;92
16
o
12
12
pm+pt
5
2
26.1
27.5
0.53
4.9
3.0
329
0.03
0.17
0.40
8.1
1.00
0.8
8.9
A
Sum of lost time (s)
ICU Level of Service
4' .,
1900 1900
12 12
4.0 4.0
1.00 1.00
1,00 0.80
1.00 1.00
1.00 0.85
1.00 1.00
'1878 1278
0.99 1.00
1868 1278
455 345
0.92 0.92
495 375
500 375
113
19001900
12 12
5
0.92
5
o
131
5
0.92
5
o
131
Penn Penn
2 6
6 6
26.1 17.5 17.5
27.5 18.9 18.9
0.53 0;36 0.36
5.4 5.4 5.4
3.0 3.0 3.0
988 676 463
cO.31
0.27 0.29
'0.59 0;74 0.81
8.5 14.5 15.0
1.00 1.00 1;00
0.9 4.2 10.1
9.4 18.8 25.1
A B C
...9.3
A C
12.0
E
Clearwater Beach 11: 15 am 02127/2001 Proposed Weekday Design Conditions
dksasstamp-st51
8-4
Synchro 5 Report
Page 1
(,I
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Detailed Measures of Effectiveness
04/11/2001
2: Causeway Blvd & Roundabout
1345
o
30
4
134
rt~~~i~~-:>f:;~~:~~~~&.~:.~~~' A~,
DiljaiQo'i{:~Blif,,1~~~~~fU,[Yf"',\'/;,.I
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
3: Roundabout & Poinsettia Ave
2055
o
18
2
34
~-,,; '.' :.i:., ::;, ~- ~
:: .:;':., ~~.
: '_:.,--,:t~~~~t~~:B,i~l~~~~~NW--~%~~:',~f:~}>
Direction. .....8
Volume (vph)
Signal Delay IVeh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
Direction
Volume (vph)
Signal Delay IVeh (s)
Average Speed (mph)
Total Travel Tirne(hr)
Distance Traveled (mi)
.' -, ~ .
'--',:":
,'.
175 1670
o 0
30 16
o
15 37
27
<;,j}:'NB,. "
610
o
25
1
20
';SB,;
95
o
10
o
2
5: Roundabout &
: ,<,",;;..\:);<
::::':",:,'_:"',
'~,-,,:";' c:: 'e ';0 ~:', .
Volume (vph)
Signal. Delay IVeh(s)
Average Speed (mph)
Total Travel Tirne(hr)
Distance Traveled (mi)
8: Roundabout & Coronado Drive
Dire.;.it;o"'o"'\/;;;:\:2J;;j
_ '.,__ ,,_, .'-!M., , < . .,."_'''')'~' A_~
Volume (vph)
Signal Delay / Veh' (s)
Average Speed (mph)
Total Travel Time'(hr)
Distance Traveled (mi)
1765
10
5
8
42
710
9999
o
1974
68
1970
6
9
6
49
1175
9999
o
3269
144
Clearwater Beach 11 :15 am 0212712001 Proposed Weekday Design Conditions
dksasstamp-st51
8-5
Synchro 5 Report
Page 1
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Detailed Measures of Effectiveness
04/11/2001
9: Roundabout & Marina
Direction
Volume (v ph)
Signal Delay / Veh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
12: S Gulfview Blvd & Coronado Drive
iNB
85
9999
o
236
4
, "~:-. :;-. ;,:'~;:';'::',
13: First St & Coronado Drive
Direction ,';'". )"EB:;;.. : ,WB ....NB; SB):;.,>,: ,':',
Volume (vph) 35 34 620 574
Signal Delay IVeh (5) 25 19 0 0
Average Speed (mph) 6 9 24 24
Total Travel Time (hr) 0 0 3 1
Distance Traveled (mi) 2 3 63 25
15: S Gulfview Blvd & First St
Direction ','-;./"
Volume (vph) 559 90 510
Signal Delay IVeh(5) O. 0 0
Average Speed (mph) 25 25 25
Total Travel Time (hr) 0 1
Distance Traveled (mi) 18 5 17
16: Third St & Coronado Drive
DireCtion
Volume (vph) 35 590 525
Signal Delay / Veh (5) 15 0 0
Average Speed (mph) 8 25 25
Total Travel Time (hr) 0 1 2
Distance Traveled (mi) 2 19 53
Direction
Volume (v ph)
Signal Delay I Veh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
,-','
,. . ",f:. 'i~EB:'
581
13
9
3
30
SB";
1080
5
21
6
133
',- ',:;) - ' . ;.; , , -", -; ~:::.-.: ',', .
" '; "-:s>:",,''-,~
Clearwater Beach 11:15 am 02127/2001 Proposed Weekday Design Conditions
dksasstamp-st51
Synchro 5 Report
Page 2
8-6
I
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Detailed Measures of Effectiveness
18: Harnden Drive & Devon Drive
04/11/2001
Volume (vph) 15 25 15
Signal Delay / Veh (s) 0 2 8
Average Speed (mph) 25 21 9
Total Travel Time (hr) 0 0 0
Distance Traveled (mi) 1 2 0
21: S Devon Drive & Devon Drive
, , ,. ,,.:_ - ._;;~ :~,,:', i" ,- -.., :
Direction
Volume (vph)
Signal Delay IVeh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
-:-~').i{r:\f1~a~~~,i~;.UJ~N~'WB"-. -" .. -::SE-'-.
10
o
25
o
o
15 25
0 0
25 25
0 1
22: S Devon Drive & Harnden Drive
'.'.'-:-.<
Direction
Volume (vph)
Signal Delay IVeh(s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
,'. .... ."<WB;i:"i~,:;,i:,<:NB'" "
15 29
7 25
o 1
24: Third St & Harnden Drive
>:SB'
15
o
25
o
1
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
J:~, <~:'t.'~~~a1J;{{4:,<;:;*f~SB,~~.:;)-:'~;;i:,.:;".:,'
20 40 40
2 0
11 22 25
o 00
1 5 2
27: Brightwater Drive & Coronado Drive
Dire(ftio,n'.C'..
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
524
o
25
1
30
35
15
8
o
2
480
o
24
2
38
Clearwater Beach 11 :15 am 02127/2001 Proposed Weekday Design Conditions
Synchro 5 Report
Page 3
dksasstamp-st51
B-7
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Detailed Measures of Effectiveness
04/11/2001
30: Fifth St & S Gulfview Blvd
.<~>. ;-"'-";:\':'
DirectiOI1) "h),:gf'~%+'!i0K{:if,\1'f~iJ,,-'iji:\f' ..,..
Volume (v ph)
Signal Delay rVeh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
.......,~we.,.
63
15
10
o
4
31: Fifth St & Coronado Drive
NB
440
o
25
2
39
- -'~ .~:~~~:;t~.SB:~1:~\\~~1,~J~~r~t~?;i~'i.~t;:~~~i~:L~f':;:,(--;;
520
1
23
2
48
Direction
Volume (vph)
~ignalDelay IVeh (5)
Average Speed (mph)
TotalTravel Time (hr)
Distance Traveled (mi)
EB
100
34
6
1
7
32: Brightwater Drive & Harnden Drive
we
16
14
9
o
1
.NBr,{'jj" .SB
448 473
o 0
25 25
21
62 27
Direction
Volume (v ph)
Signal. Delay IVeh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
EB
29
10
11
o
2
34: Fifth St & Harnden Drive
WB
45
10
12
o
3
NB.
61
1
22
SB
54
1
23
o
6
4
PireCtion'. ". ;':,\
Volume (vph)
Siglial Delay 1 Veh' (5)
Average Speed (mph)
Tot~lITra"el Time (hr)
Distance Traveled (mi)
,- .'; ",''':~
.~ ',- ;~;~
,...-,:'-.:.".::
........,',"i'EB
15
9
11
o
1
36: Bayside Drive & Harnden Drive
NB
60
1
21
o
2
:'~-"~;;/SB:.){;:,j.t~~~~~~~~);~)}~;:~:":~':;1l~,ik~;::.~~j;~;,.!,~ ,-:;:::j:~~:}:^~~ ' /});
107
o
25
o
6
;.-;.;.. ;-:
; , .,', ':~- :,:;~"
Direclion.,',:,;
Volume (v ph)
~ignal DelayIVeh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
..we
25
9
13
o
2
NB
60
o
25
o
5
. ; -;' ~ SB';i!:;~<~~)~~~~-1~:~:~::' /;~~~:i:,!;f'(~:'M~t~f~-;k~>~:\~~){~~,i>~
51
2
19
o
2
;,:t;;};<;~~,}\,~~
Synchro 5 Report
Page 4
Clearwater Beach 11: 15 am 02127/2001 Proposed Weekday Design Conditions
dksasstamp-st51
8-8
iwl
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Detailed Measures of Effectiveness
04/11/2001
38: S Gulfview Lot & S Gulfview Blvd
",.,",' " " "" "'-',. -.v..... _'_",_ ',','_"._n_ _
~: ':>ji~t>i .::~.i~~'.~~.~J:.~)€~~~~N:Ss~;5?Jh::-:
Direction
Volume (v ph)
Signal Delay / Veh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
-, ,: ,,,;i~EB,(~~;(
55
12
4
o
1
41: Harnden Drive & Coronado Drive
;i,{NB
450
o
25
2
57
iSB,,;'
460
o
25
2
41
,.,,::'.'....'.,
-, .',- ~...,~".
Direction
Volume (vph)
Signal Delay / Veh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
,LNB;,,'.,'
480
3
18
1
26
42: Ramada Inn & S Gulfview Blvd
.............,.....SB
40
o
25
o
3
SE
415
12
16
4
57
Direction
Volume (vph)
Signal Delay / Veh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
NB
29
18
3
o
1
44: Bayway Blvd & S Gulfview Blvd
SB
435
25
6
4
24
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
,c:iWS;:" .i;;1~:':'SE .
135 935
o 0
25 25
o 3
5 64
47: S Gulfview Blvd & Bayway Turn
SE
655
8
17
5,
83
.: ~:;NW-;~~~<;'\,':'>,':{,?<:,;: ;:. ,~\, ;':::,.:';.~t~~>Z4~\r~~%:;;~,;{~~;;^~,..~,,*t;;:~~';
650
o
25
1
23
-~.--~: .~~ :;,:.t;k3,~:;('.s~\f}~'{i;::~~'::<L~~i~~;:k{~;~~:-;,' ~>,--;
');:)/;
.'" 'i'~; .::.':<< {;':' ;,
835
o
25
1
30
f3i""WB: ,':,H.,.,,;SB;;!;;>,;;ii;!
671 10
o 40
25 1
2 0
52 0
Direction
Volume (vph)
Signal Delay / Veh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
:' .<:~{~:EB..$"~:-
ClealWater Beach 11 :15 am 02127/2001 Proposed Weekday Design Conditions
Synchro 5 Report
Page 5
dksasstam~st51
B-9
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II
II
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Detailed Measures of Effectiveness
48: Bayway Blvd & Bayway Turn
04/11/2001
Direction ......c." ,\y:/\;..",';.:
Volume (vph)
Signal' Delay / Veh . (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
.:'}-:!1>''':;'^'" -, ~.,.
.........;.::?EB;; .
100
o
25
o
4
..".;r ".
.:-;:,::';~)-:':-:ii';~
53: S Gulfview Blvd & Eyebrow Lot 1 N
'-WB.....
145
1
23
o
8
"I~,Na;!i':;:.;;@:::' "': "
20
9
4
o
o
Direction "WB 1 NW
Volume (vph) 520 5 8 10
Signal Delay / Veh (s) 0 0 0
Average Speed (mph) 25 25 30
Total Travel Time (hr) 1 1 0
Distance Traveled (mi) 16 33 0
54: Eyebrow Lot 1 S & S Gulfview Blvd
Direction WB NB SB
Volume (vph) 10 555 520
Signal Delay / Veh(s) 12 0 0
Average Speed (mph) 5 25 25
Total Travel Time (hr) 0 2 1
Distance Traveled (mi) 0 38 31
56: Marriott Seahell Resort & Coronado Drive
,;"::;.:,,,,-,.,.-.-,
Direction " ,:\:~' ~<~~.;i~~~>:;t,<:.
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
l'!f,:~;;;:;:.~;iik!').:i;EB."."'"
210
41
2
3
7
57: Eyebrow Lot 2N & S Gulfview Blvd
Direction "<<' ,.it '.
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
....'eWB
30
13
4
o
1
; (.NB .
535
1
23
2
43
NB
556
o
25
1
31
. '.:"SB..;
524
o
25
1
17
~:' : <:'~ .
-;,-.,-..,',
SW
520
o
25
1
35
dksasstamp-st51
Clearwater Beach 11: 15 am 02127/2001 Proposed Weekday Design Conditions
Synchro 5 Report
Page 6
8-10
I "I
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all
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Detailed Measures of Effectiveness
58: Eyebrow Lot 25 & S Gulfview Blvd
04/11/2001
Direction
Volume (vph)
Signal Delay / Veh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
WB
10
12
4
o
o
NB
555
o
25
2
51
SB
520
o
25
1
29
Clearwater Beach 11 :15 am 0212712001 Proposed Weekday Design Conditions
dksasstamp-st51
8-11
Synchro 5 Report
Page 7
'........1
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b..
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~
~
~
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r.I
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r
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,
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Map - Clearwater Beach
Volumes
'3
o
'"
1;;
0:
'" 1
o
1 905
rj'
o
'"
lO
'"
JC ~g
8
! "'-10 E eblOW Lot 25
.-.
o
~~ J-i5
r "fr
2~ ~~~
'"
o
~
III
~
8
o
r: :>-s 40
I~
7
fiK )1
.......
It>
o
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J ~ :.-.dt
Clearwater Beach Proposed Saturday Design Conditions
B-12
1
o
.g
III
g
(J
Third
00
J;- ~O
20
~~ ot
"'''''''
04112/2001
,
FirstSt
-t
!lO
--
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~g-< o!
....-
J
t
.l,
o
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J
Sri /water OriVe
-
Appendix Figure B-2
I
..'.......'.'.:.'.....'.........1
y,.
11
k<<<0"
II
il
II
..".'....?.....I...'.......
II!
II
.
Il;~
~..'. '
P'
.
.
.
,
i'
,
,
,
It
It
Map - Clearwater Beach
Volumes
04/12/2001
r
o
<Do
[(" ~g
1~~0
20
~4 01:,
"'..",
-
[0
..,"
ari twater Drive
/8..,
[(P) so
\, >-15
..,:qo
"'.J1- Hg
15
55
~t"f ~~.o
..,'"
"'0
:l
Jg-{, ..,.
5?;!!
t~
It>
FifthSt
"0
Z
ill
~
!f
is
.g
iJ
t
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.A, ~lg
r..,
"'-
a side Drive
t
08
S GulMew Lot +- J!
-
Clearwater Beach Proposed Saturday Design Conditions
Appendix Figure B-2
8-13
'....,."",1
1
,;i.,:,
,1
k"
HCM Signalized Intersection Capacity Analysis
42: Ramada Inn & S Gulfview Blvd
04/11/2001
~
,
li
:~I.
1:1
,
1f.'.',..,1
r:
;.'Ji!..,;ov,
,
,
,
,
,
,
,
,
,
,
,
1900
12
5
0.92
5
o
12
PefTTl
'\
~
1900
12
4.0
1.00
0.98
1.00
0.95
0.99
1746
0.93
1644
15
0.92
16
32
8
2.5
3.9
0.07
5.4
3.0
114
0.02
0.28
24.7
1.00
1.3
26.1
C
26.1
C
t
1900
12
10
0.92
11
o
16
8
r'
~
~
1900
12
~
.."j
!:SEL,,;i
~
1900
12
4.0
1.00
1.00
0.99
1.00
0.95
1777
0.17
318
170
0.92
185
185
113
20
0.92
22
o
12
12
pm+pt
5
2
28.9
30.3
0.54
4.9
3.0
295
0.05
0.29
0.63
9.5
1.00
4.1
13.6
B
~
\.
Y'
" \.
,SET,,'~,iSER:jf:~NWlZl'$~~~WR
1+ 4" rr
1900 1900 1900 1900 1900
12 12 12 12 12
4.0 4.0 4.0
1.00 1.00 1.00
1.00 1.00 0.85
1.00 1.00 1.00
1.00 1.00 0.85
1.00 1.00 1.00
1874 1879 1364
1.00 1.00 1.00
1874 ' 18701364
485 5 5 520 495
0.92 0.92 0.92 0.920.92
527 5 5 565 538
532 00 570 . 538
131 131 113
C
12.0
F
24.7
0.86
56.0
102.0%
~ t.
1900 1900
12 15
4.0 4.0
1.00 1.00
1.00 0.98
0.99 1.00
1.00 0.93
0.95 1.00
1761 1883
0.64 1.00
1183 1883
450 25
0.92 0.92
489 27
489 49
16
pm+pt
7 4
4
16.2 16.2
17.7 17.7
0.32 0.32
4.5 5.5
3.0 3.0
475 595
cO.18 0.03
cO.15
1.03 0.08
19.0 13.4
1.00 1.00
49.1 0.1
68.1 13.5
E B
63.1
E
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
PefTTl
2
6
28.9
30.3
0.54
5.4
3.0
1014
cO.28
20.2
21.6
'0.39
5.4
3.0
721
pm+ov
6 7
6
29.5
31.4
0~56
4.5
3.0
862
0;11
0.29
0.62
8.3
1.00
1.4
9.7
A
;- -.;:; - <'-~;:-~;~~At?~~~~:'1~J~;~~hi:~~~~}lt~~{~~.;:~r~~)f:':-/~:~i,;~)"i::;>.~).;:;\j;', <~,,-;:;::. /:.:~;,\A~:r;);}r:,~i!?ki.~&-~~~~~,fji?~~ft~J~~~~~~~{~~~:~~~~~:~?}[_
1:3-14
0.52
8.2
1.00
0.5
8.7
A
10.0
A
cO.30
0.79 ".
15.2
1.00
5.9
21.1
C
15.6
B
N1oviffleM;4i,t',(.:/'::<T;.... . .' ..NBLi?'NeT;~~NeR~ttJSBt~~~SBTj,t;lliSBR'!}
Lane Configurations
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane uti!. Factor
Frpb,ped/bikes
Flpb, ped/bikes
Frt
Fit Protected
Satd., Flow (prot)
Fit PefTTlitted
SatdiFlow (pefTTl)
Volume (vph)
Pesk..hourfactor,' PHF
Adj. Flow (v ph)
Lane Group Flow (vph)
Conti. Peds. (#lhr)
Conti. Bikes (#/hr)
Turn Type
ProteCtecfPhases
PefTTlitted Phases
Aclut:itedGreen,G (s)
Effective Green, g (s)
AdlJa~ed. g/C Ratio
Clearance Time (s)
Vehicle EXtension (s)
Lane Grp Cap (v ph)
Vis Ratio . Prot
vIs Ratio PefTTl
v/cRatio
UnifofTTl Delay, d1
Progression Factor
Incremental Delay, d2
Delay(s) .
Level of Service
APPr'()sch' Delay (s)
Approach LOS
InterseetioflSummary ;;;:
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity utilization
c Critical Lane Group
Clearwater Beach 11 :15 am 02127/2001 Proposed Sl!turday Design Conditions
dksasstamp-st51
Synchro 5 Report
Page 1
r.....................1
~'
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i.................~..'.....1
i"
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HCM Signalized Intersection Capacity Analysis
12: S Gulfview Blvd & Coronado Drive
04/11/2001
Mpyl;i'm~iif~~~~S~%}).... :.:. "'.;EBL'{ EBR.A;.NBL~ii;~NBT~~1$B1i*t1..SBR;;;;';;&;~:;.iji,\;.{
Lane Configurations "iV 4+ + rr
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width 11 11 11 1 0 11 11
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane uti!. Factor 0.97 0.95 1.00 1.00
Frpb,pedlbikes 1 ;00 1.00 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85
Fit Protected 0.95 1.00 1.00 1.00
Satd.FIOw(prot) 3347 3336 1818 1499
Fit Permitted 0.95 1.00 1.00 1.00
~atd.FI()w(perm)3347 3336 1818 1499
Volume (vph) 590 10 0 645 485 655
Peak..hourfactor, PHF 0.92 0.92 0.920.92 0.92 0.92
Adj. Flow (v ph) 641 11 0 701 527 712
LSneGroup Flow (vph) 652 0 0701 527 712
Conti. Peds. (#lhr) 94 63 63
Turn Type Perm Free
Protected Phases 4 2 6
Permitted phases 2
Actuated Green, G (s) 13.1
Effective Green,g (s) 13.6
Actuated glC Ratio 0.37
ClearallceTime (s) 4.5
Vehicle Extension (s) 3.0
LamfGrp Cap (vph) 1237
vIs Ratio Prot 0.19
v/sRatio Perm
v/c Ratio 0.53
Uniform Delay,d1 9.1
Progression Factor 1.00
Incremental Delay, d2 0.4
Delay (s) 9.5
LEWelofService A
Approach Delay (s) 9.5
ApproacttLOS A
,fll~~~.aiorr$t.imma..."(~?;.~~~;~,~S,:~;i~i~4ilf~~~~j~t'::;.
HCMAverage Control Delay 7.4 HCMLevelofSer'lice
HCM Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 36.8 Sum of lost time (s)
Intersection Capacity utilization 53.1 % ICU Level of Service
c Crnical Lane Group
;
~
""
t
~
.,/
. :,':~._::,;::~:~;~.:~,~>j~f~:t.{;ri~~)~~il~f#~~~&'~1~~
Free
14.7 14.7 36.8
15.2 15.2 36.8
0.41 0.41 1.00
4.5 4.5
3.0 3.0
1378 751 1499
0.21 cO.29
0.48
0.51 0.70 0.47
8.0 8.9 0.0
1.00 1.00 1.00
0.3 3.0 1.1
8.3 11.9 1.1
A B A
8.3 5.7
A A
Synchro 5 Report
Page 1
Clearwater Beach 11: 15 am 0212712001 Proposed Saturday Design Conditions
dksasstamp-st51
B-15
r"l
L....,u.<
:.......'......,.....,...,...,......'.......1
I
L~../
~I
II
II
-
~
~.
~;I
Ll
[I
,
,
tJ
,
.
,
-
,
II
-
Detailed Measures of Effectiveness
04/11/2001
2: Causeway Blvd & Roundabout
DIrection'> .,
Volume (v ph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
\ .)-:':~{:z::r~\~~:{~iW~~~WB.-:::::,;~~~:;fs:~~;',: :':::~~
1460
o
30
5
145
3: Roundabout & Poinsettia Ave
NB
1990
o
18
2
33
DireCtiorj..'........
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
't(}tafTravel Tirlle(hr)
Distance Traveled (mi)
..... ,.:~~'!tt~lim~$B?i~,~kf;,i...,NW
175 1775
o 0
25 16
1 3
15 39
4: S Gulfview Blvd & Pier 60 Lot
Direction
Volume (vph)
~ignaLDelay / Veh(S)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
WB
655
o
30
1
34
5: Roundabout & Mandalay Ave
NB
600
o
30
1
20
SB
109
o
10
o
2
Girec,tion<'.' ...,.u........
Volume (vph)
$igl1alDelay / Veh(s)
Average Speed (mph)
Tot~rTravel Time (hr)
Distance Traveled (mi)
.. ...... "WS. .........
/<:,~y::';}j:~,j~{~;~:~htf4{" , : ' - , ,j:~<1..~- ~>
i<"'-:'-'<<'\::,:."S,l<-<'." ,
1880
15
4
11
45
8: Coronado Drive & Roundabout
..~,SB
680
9999
o
1891
66
. .A~'?
biliCtJ(}n?
Volume (vph)
~igt'lar[)elay IVeh(s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
SB",>':'
2050
15
5
11
57
NE
1110
9999
o
3088
135
Synchro 5 Report
Page 1
Clearwater Beach 11: 15 am 02127/2001 Proposed Saturday Design Conditions
dksasstamp-st51
B-16
I
I
II
iI
Ii
at
II
(.......'..."",.:""','.."".:"",'""",,.1
''1
t~
!L
'"'.,"".,,':,,,,:,..,..
>,'
A
i'
,
,
,
,@
: "~1
'u
[lI
,
,
~
lIP
,
Detailed Measures of Effectiveness
04/11/2001
9: Coronado Drive & Roundabout
OI~ttlOfj~~~!~
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time(hr)
Distance Traveled (mi)
, '" '''i'KJ!i.m3!~M~cB' '~~l(,:?J!i'!&~'>i>N'B.~%~~t~~".'.; ""
, ;.).~_ ~:0-~._".,~~~k:}W'~'.. _ '.y??;~~.'j.~
2020 75
55 9999
2 0
34 208
68 4
12: S Gulfview Blvd & Coronado Drive
Directiori:!!;,:!;:i;;;;ii~~~\~if~~}~%:~~*~i~#>~r.0'~~~[&~-ea~0,i;fliJk;NB,~'l~~lr
Volume (vph)
SignalDelaylVeh(s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
600
10
12
3
31
645 1140
9
11 20
3
28 138
13: First St & Coronado Drive
O,ire9tjon",:::'.\c::";'::-::::~~,~~t::~~;t:~ :i~}?~:-;~: -.;}:k~~t.r;,(~{)*~lit~3:i~~j;4;i:;~e_a.~\ft~%Er~~~B:W6i~,~\~~~.:::-'0il~~_N,Bi~f~';~~*~~;>:r:SB,~~,(<:-:~::':~{~~1;}S,;;,b:;,~~::i
Volume (vph) 60 24 640 495
Signal DelaylVeh(s) 2321 0 0
Average Speed (mph) 6 9 24 24
Total Travel Time (hr) 3 1
Distance Traveled (mi) 3 2 65 22
\"2:~'t;..
15: S Gulfview Blvd & First St
bi(j(:tioO\::c:"
Volume (vph)
~ignal Delay IVeh(s)
Average Speed (mph)
Total Travel Tirrie(hr)
Distance Traveled (mi)
670
o
30
1
22
559
80
o
30
o
4
18
16: Third St & Coronado Drive
P.i6;iCti.(J,03~~~~i;$j:tt~&F
550
o
25
2
56
Volume (vph)
Signal ,Delay IVeh(s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
44
15
8
o
2
585
o
25
1
19
Clearwater Beach 11:15 am 02127/2001 Proposed Saturday Design Conditions
Synchro 5 Report
Page 2
dksasstamp-st51
8-17
(i"'1
b"
["~I
II
II
~
1;,:1
Ell
II
[I
(I
,
,
,
,
LI
LI
,
,
,
,
Detailed Measures of Effectiveness
04/11/2001
18: Harnden Drive & Devon Drive
DireCtion........ ":;!'\.{:).:;;;.\)'i\~~~~~~"~r~_Na,%~~(w'):if:;SB ....,....,....:LcNWf,;;t~~p,~~i\#J,%~~~~4~~}t~i?;~~~':~:~:~{:..i:).:~g.i~
Volume (v ph) 15 25 15
Signal Delay / Veh (s) 0 2 8
Average Speed (mph) 25 24 9
Total Travel Time (hr) 0 0 0
Distance Traveled (mi) 1 2 0
21: S Devon Drive & Devon Drive
Direction
Volume (vph)
Signal DelayIVeh (s)
Average Speed (mph)
Total TravelTime (hr)
Distance Traveled (mi)
-.) ~~ ;_<.: (~~{i~~~~J~~fV~:;>I~~-t~~~EB'~';i~~(~~?:-\
.,,::>:-,;>.t.!~
15
o
30
o
o
22: S Devon Drive & Harnden Drive
WB
25
o
30
o
1
;SE
10
o
30
o
o
;~:)::~n-:f&~~~1~1i{~;iiL\~f~$~~~;;:;::: ,. ".
::-;:-:;~:M:<-'
Direction
Volume (vph)
Signal DelayIV~h(s)
Average Speed (mph)
Total Travel Tlme (hr)
Distance Traveled (mi)
..\..(.ii;4WBd<{.\",:" NB
25 29
o
7 25
o
1 1
24: Third St & Harnden Drive
:-:-~SB: >}<::,{~{_., .\;,:;':':g;;;,~::;{tfi~);'i~~l~~M~~f',:::t~-~~{/,:;~\\~~,+;//<JEif~'::: j:~;-:-~~:><' ";'-',;.::,:?-\':/' ~
40
o
25
o
2
Direction
Volume (vph)
Signal DelayIVeh (s)
Average Speed (mph)
Total TravelTime (hr)
Distance Traveled (mi)
30
9
11
2
27: Brightwater Drive & Coronado Drive
54
2
23
o
6
75
o
25
o
3
Pi~Ction,:':'-:::::';::..::~i~W~~;~~lh;-~'~i'~~{J*i?~'--'
-~,' .'... ><,.'~ _~ ~~~ '~JN,B*1f:~:;t~<~\~a3~~~1::~i~~~1.~~~;~~-~(.-~~
Volume (vph)
Signal Delay / Veh(s)
Average Speed (mph)
Total TravelTime (hr)
Distance Traveled (mi)
35
21
7
o
2
635
o
25
1
36
480
o
24
2
38
Clearwater Beach 11: 15 am 0212712001 Proposed Saturday Design Conditions
Synchro 5 Report
Page 3
dksasstamp-st51
8-18
!./'I
J
L._:_:..",
1........."......'....1
t'~
II
II
II
-
II
~I
tJ
II
II
-
II
,
II
,
,
,
,
Detailed Measures of Effectiveness
04/11/2001
30: Fifth St & S Gulfview Blvd
64
19
9
1
4
Qi~aJo.O~~~~~.f~~~~~~~&~,?~?;~~~~~ti~~~:/f~~~!i;H&~t$~iWB}~~:~~<~~: ;~ ~ - ~t:~ . '~~;~ ~~
Volume (vph)
Signal Delay /Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
31: Fifth St & Coronado Drive
Direction"",ii;il~:~;k ."'i: .....
Volume (vph)
Signal Delay I Veh. (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
, -\'(..
;'-:'.' ~"~~; -~:-- --
-._~'~~~~%}:~,~:~;eB\~;~lt\~%L~~~WB%:~}~~~~?li~Na;(~j/~~~;t),:;;i:-,_-~:,
',-",' ,-':.>....:'-."
," '--<~'~::-~--;>>)r,';'..-
90
58
4
2
6
55
29
5
1
3
606
o
25
3
84
,S8,,'
480
o
25
1
27
32: Brightwater Drive & Harnden Drive
Direction.\;{;'c . ,,' ".
Volume (v ph)
Signal DelaYdJ/eh(s)
Average Speed (mph)
Total Travel TirYle (hr)
Distance Traveled (mi)
......,'.;
./ ..........);1:8..........;;;hAIVB
29 45
10 10
11 13
o 0
2 3
: .....~......<,i:FNa;,<.
90
1
22
o
5
.58(......
85
1
24
o
10
;'<.i;_:i:," :-,::, "''- i " .',~' >- -. .; ;':,~>;:::{:~_-:::':~::,:~f;-,>:'::'''' :,
,',v
~ '.'';'-f ";'c'
34: Fifth St & Harnden Drive
Volume (vph)
Signal' Delay IVeh(S)
Average Speed (mph)
Total TravelTime (hr)
Distance Traveled (mi)
106
2
20
o
4
75
o
25
o
5
2
36: Bayside Drive & Harnden Drive
Di~ctiqri'c}.~:~~f~~, '.~
Volume (vph)
Signal DelayI Veh (s)
Average Speed (mph)
TotalTravel Time(hr)
Distance Traveled (mi)
,',-'t;
Synchro 5 Report
Page 4
Clearwater Beach 11: 15 am 02127/2001 Proposed Saturday Design Conditions
dksasstamp-st51
8-19
'1
[I
,
,
"
~
~I.'.....
fft,
1,1
I!ki
LI
,
,
,
,
,
l.if'..............I..
.
,
,
,
,
Detailed Measures of Effectiveness
38: S Gulfview Lot & S Gulfview Blvd
04/11/2001
p"re"" M:o"'n'" ...,1;~:.,:'~:i'j,:W!i\li?{y@f~"..~:~'\~';;t.:z~fi;.:F;~'~18'~#*~:f~E' B ,>.:':;'
..,. ,.\.#\1 ',~-"_;" . _,~,~,.rr-..-:~"~c,..},Y,',.ft~-=""m ,~':'~~~~~>;I>,.y.,51;,Y>,,,-.!-," '~"" ....',:-;,;.,,'~..:;
....,,_".._....'..' .,'".','. _. ~_._,.______.";.._",_,,___,-'r-..__A>,, .-._.....-..,'".'I_:>:1<~>\~"'..._.~~_,..,",
Volume (vph)
Signal Delay 1 Veh(s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
55
14
4
o
1
41: Harnden Drive & Coronado Drive
)',NB,
580
o
25
3
73
~ -' >::':~ ;d$,a'}%Y$~$~~f~~*(i*1~]ifji~~~~~~.ai~t~~<:~:(~~.<~:~:~~
__ 'H'
~';;~~:.;,~ : ,~::
~-'=>i',,-,c,^:
650
o
25
2
58
Direc:ti~>n
Volume (vph)
SignafDelay rVeh(s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
;.:-::\):':~,:<;
/,-'-' ~<>:.~
~/:~,~.: ---: -' ,.,,:
. - -' r .~~_ '_:, ,";, - .}
.....\j',tNB
680
5
16
2
37
42: Ramada Inn & S Gulfview Blvd
SB
80
o
25
o
6
SE.,'",;:. ,;, >,
445
14
15
4
61
Di,rjption ,.. ,: ",";" .".'. " ,..,j1;~~,\~;',;;;;;~~i{~~*-fflir~2{1l'1!Mla.'s~i~qi';,\:{%SE; .',....c;.\~NW;~'fiii~;F0JW{~:{;;;1}~0,~t;~<~;;f,~;~?~~..i[f$~~i.iS;,~~JA(;,;,;,;~4i0~;~;;"';1~)i\l;.;";\
Volume (v ph) 155 920 835
SignalDelay 1 Veh(s) 0 0 . 0
Average Speed (mph) 30 25 25
TotalTravel Time (hr) 0 3 1
Distance Traveled (mi) 6 63 30
Direction
Volume (vph)
Sigl1alDelay IVeh (s)
Average Speed (mph)
TQtaLTravel Time (hr)
Distance Traveled (mi)
. ",~;,..NB
29
20
3
o
1
44: Bayway Blvd & S Gulfview Blvd
47: S Gulfview Blvd & Bayway Turn
j(jm.do
Volume (vph)
Signal Delay 1 Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
830
o
25
1
29
,SB
495
32
5
5
27
SE
659
9
17
5
83
,;;:,/NW
1019
9
13
5
70
856
o
25
3
66
10
53
1
o
o
Synchro 5 Report
Page 5
Clearwater Beach 11: 15 am 02127/2001 proposed Saturday Design Conditions
dksasstamp-st51
8-20
II
k."",
il
t
,-
-
II
b.::i....
.-
(I
Illl
d,).
II
LI
LI
,
,
,
,
,
,
,
~
.
Detailed Measures of Effectiveness
04/11/2001
48: Bayway Blvd & Bayway Turn
53: S Gulfview Blvd & Eyebrow Lot 1 N
......,"<;;;:~'llm!,;{ilJfJ{i:tt~...IB:;4.t;::~:i:~'~WY'fi;';,;/,.< ". '. '.'
-~"c":;",:;<,.-.-,,.,>~~~,v,qA,G.~-: 7')'''~-~(~~~ ..~-*~-, _' "_".~",,,_~,><,,,,,,,",,-.,,-., n. "
690 560 10
o 0
30 25 10
1 1 0
22 34 0
Volume (vph)
Signal Delay /Veh (s)
Average Speed (mph)
Total TravelTime (hr)
Distance Traveled (mi)
Direction <
Volume (vph)
Signal DelayIVeh (s)
Average Speed (mph)
Total TravelTime (hr)
Distance Traveled (mi)
100
o
30
o
4
145
1
28
o
8
. '. "'.<-.~H~:}.~.:;_~{;~?~i!~:;~:::;g:J::~~~;;b,;/._~tiM\l;::~t?~!s;f:);,~;:J~
54: Eyebrow Lot 1 S & S Gulfview Blvd
Direction
Volume (vph)
Signal DelayIVeh (S)
Average Speed (mph)
Total TravetTir'ne{hr) '.,
Distance Traveled (mi)
,:,,1\AID ii/;;:iy'iti,,;;(l;....B. :}.~\/<>,>~SB'.;;Sj,. '.' ..... '. ;,.,.
;; -:,~~,JI:~._ ._-v..':,~"<:"'_.,,........)~:...~. ,'{~ ~.<-t .: :.-j, ~- '.'~'" ,- ."'..' ,,"',
10 540 690
00
25 25
12
37 42
.-<1r~: >>r:.t~9 ;':-,}>:;:>\-';' ;;l:Y>':-\
56: Marriott Seashell Resort & Coronado Drive
Direction',::
Volume (vph)
Signal DelaylVeh(s)
Average Speed (mph)
Total Tra"eITirrie{hr)
Distance Traveled (mi)
610
1
24
2
49
545
o
25
/1
18
57: Eyebrow Lot 2N & S Gulfview Blvd
Di're~Qf1>;:~~fi~;~~ii~,~*WJ~~3~~~-:;~i~~~~it~~~fi*i~~/i.~i~~{~f/f >
Volume (vph)
Signal DelayIVeh(s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
625
o
25
1
35
690
o
25
2
47
Synchro 5 Report
Page 6
Clearwater Beach 11: 15 am 02127/2001 Proposed Saturday Design Conditions
dksasstamp-st51
8-21
I
I
r11
U
bil
II
II
'...............,...11
v./
iLil
r;t
hJ1
i.1iil
gjj
-
LI
LI
;.,;.1...,.....
b
LI
,
,
,
,
,
.....'...,.................
I'
Detailed Measures of Effectiveness
04/11/2001
58: Eyebrow Lot 25 & 5 Gulfview Blvd
Direction.... ........;i~;;q.~2,~:~U;)):;:;:.~i~,&\::,~~(.)ii..i;:!t,;i.Ai\,WS',' NB
Volume (vph) 10 600
Signal Delay IVeh(s) 13 0
Average Speed (mph) 4 25
Total Travel Time (hr) 0 2
Distance Traveled (mi) 0 55
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SB
690
o
25
2
38
Clearwater Beach 11 :15 am 02127/2001 Proposed Saturday Design Conditions
Synchro 5 Report
Page 7
dksasstamp-st51
8-22