BEACH WALK DISTRICT TRAFFIC STUDY INTERIM REPORT
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Interim Report
BEACH WALK DISTRICT
TRAFFIC STUDY
Prepared for:
City of Clearwater
Prepared by:
DKS Associates
Tampa, Florida
I
I
-I-
I
h:
L-
[I
tl
\1
L
rl
L
rl
r
tl
L,.
.
~
l41
!,I
1,1
fl
I
L. -
1-
\-
v
.
III
fI
[I
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.
I
[I I nterim Report
Wi'il
Iii
ill
.. BEACH WALK DISTRICT
~ TRAFFIC STUDY
;il
LiD
II
k
'I
L.
.
.
.
LI
t.J
[I
(J
.
81
,
tI
II
Prepared for:
City of Clearwater
Prepared by:
DKS Associates
Tampa, Florida
April 12, 2001
I
:1
~-
L_
lJ
~,
'I
L
rI
L.
II
!;
L_
,
,
rJ
~I
1;;4
,
,
I
I
-
tl
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
II
,I
I
L_
[J
~
II
L
rl
l
;1
~:
II
L..
,
,
fl
1;.;.0,,_-;'
'I
L
t.;",,,,,
fl
rl
1
,
<<"
I
I
[I
fl
1
2
List of Figures
Location Map .................................................. 2
Friday PM Peak Hour Traffic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3
3
Saturday PM Peak Hour Traffic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4
4
Existing Friday Peak Hour Levels Of Service ........................ 7
5
Existing Saturday Peak Hour Levels Of Service . . . . . . . . . . . . . . . . . . . . .. 8
6
"Beach By Design" Transportation Elements . . . . . . . . . . . . . . . . . . . . . .. 10
7
Future Friday Peak Hour Levels of Service . . . . . . . . . . . . . . . . . . . . . . . .. 12
8
Future Saturday Peak Hour Levels Of Service ...................... 13
9
Alternative Access/Circulation Concepts .......................... 15
List of Tables
1
Highway Capacity Manual Level Of Service Criteria .................. 5
2
Trip Generation Estimates ...................................... 11
III
I
I
LJI
t>/:I
ri@
'-;i<-;A
tl
~I
t<~;;;;:;;
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.
rl
! .
L.
Existing Traffic Conditions
tl
II
!-/:i.
L..
I
I
"I
k
l"1
rl
L
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 100th 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 ofthe 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.
~
,.
III
I
fl
il
t.e",..,.,.,
Manual turning movement counts and pedestrian counts were taken by OKS 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.
C:\ClearwaterBeachlJnterimReportwpd
I
I
,~~','I
>"-.:..,)
~:--
k::::::oi:
-i;i;;-,,~~
'%7"1
0<1;:<;
iI:'l~:
$&;
~I
II
L","
r
rl
L""
rl
li>
L
I~I
L,
II
II
i,JI
I
r:J
~I
~
tJ
~i~
.
fJ,
-L::'::"
,,>
r'
.
.
I
.
.
.
L .
C'~ ~
q?cotl~ ~
er-
A
tlss
Beach Walk District Traffic Study
N
W -<?- E
s
DEVON DR
~
Study Area
BRIGHlWATER DR,
BAYSIDE DR.
Figure 1
LOCA liON MAP
DKS Associates
I.
I
~I
Fml
bJ
[iLl,
~:',,[,
tiJ
~I
Lee
~I
(",,/.
L."".-~
I
II
Lm.
.
II
tl
el
L
~J
rl
l"
.
I
rJ
rl
L
~
N
W -<>- E
s
Legend
Pedestrians -<-... i> 113
Vehicles 160 ..
Figure 2
FRIDAY PM PEAK HOUR TRAFFIC
Beach Walk District Traffic Study
OKS Associates
I
I
~~jl
~I
, rY;:1
, ~%1
I 11k
II
:)
~Sj
[J
rI
rl
[I
~
N
W-\>-E
s
;1
t
rl
L,
~I
il
t.
.
~
rl
L
II
,
b,,;.:.;;:;,
~
Pedestrians ~....~ 113
Vehicles 160 ..
Figure 3
SATURDAY PM PEAK HOUR TRAFFIC
Beach Walk District Traffic Study
OKS Associates
I
I
1,1
L"
~
LI
II
L",
II
~::
CU,
'I
II
IhN.i>
Level of Service Conditions An operational evaluation of traffic and pedestrian
conditions was performed for the entire Beach Walk District street system using the
Synchro/Sim 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
-
~
rfI
'I
t
r'
rl
rl
~)
tI
.-
~
~
~
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
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 orworse. 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.
C:\ClearwaterBeach\lnterimReporlwpd
5
I
I
1. <I
L
[I
f;~1
.
;1
k.:;:;;;i.
il
~;;;;;;i;'"
~I
II
Lm
tJ
~
.
tl
~'>I
irk
i{;%.&
II
,
.
.
f;~
.
rI
[I
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/D 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 Gulfview and Coronado,
while also heavy, seem to be adequately accommodated by the pedestrian signal phasing.
Heavy pedestrian movements crossing South Gulfviewat 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" 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.
C:\ClearwaterBeach\lnterimReport.wpd
6
I
I
'I
L
(I
IPI
~J
il
! ..
[I
!I
t
.1
L
.
.
LI
II
L:':';':c::a.
~I
II
iI
I
rI
[I
s
~ Urban Street LO
~
N
W-\rE
FIRST
ST.
Q)Q) 00
CI) CI) - CI) CI)
o 0 ~HIRO 0
-.I -.I -.I -.I
~ ~. ..............
Eo.. Eo.. ~ -a -a r
...J E E=>
..- M 0 "':I" )
C"'l C"'l~ ..- ~=>
. 'U ":C
b b- bb~
c: c:::> c: c:5
~ ~L. ~~r
.8.85 .8.8)
:s..r::!J :s i2J
~t:r.i ~o
o 0 0..,.
CI) <: CI) ....
Figure 4
EXISTING FRIDAY PEAK HOUR LEVELS OF SERVICE
Beach Walk District Traffic Study
DKS Associates
I
I
r .~I
u
EI
rl
L
[I
rl
[I
II
!L
..... Urban Street LO
~
N
w-<rE
s
FIRST
ST.
.,
.
II
i
'I
L"
[I
(I
I
I
fI
II
Ql Ql_Oo
CI) CI) CI) CI)
o 0 }i,RO 0
-.I -.I -.I -.I
~ ~. -........
Q, Q,:l a-'=i
E E ~ E~:l
__ ~ll lOco)
~ ~~ ~ ow;-J
~~!! '"O'"O~
c: c:> c:c:S
:;, :;, 1. :;,:;, r
.8.85 .8.8)
:s -,=!) :S =E J
:;, t' I)" :;, 0
o 0 0<:
CI) <: CI)
IFTH
Figure 5
EXISTING SATURDAY PEAK HOUR LEVELS OF SERVICE
Beach Walk District Traffic Study
DKS Associates
I
I
:ql
t",
rl
bu
[/'1
Ii':::':'
>.;;,;
",,"
I [I
II
II
t
II
L
f:1
(II
~
.
fl
kc:':c;'""
t'
[I
[I
L
LI
II
fI
rl
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.
.
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 Parkina 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.
Proposed 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.
C:'\ClearwaterSeach\lnterimReport.wpd
9
'I
I
;1
u
EJ
1;>/-1,
w:::;
:;:3
:1
L<
rI
L
[I
K.
rl
L.,
.
.
tl
1,.1
l
;1
f~
,
II
I.
..
;II
r.
[I
Relocated Beach
New Surface Lots
Catalytic Development P . eel
~ <ll1 )v TransitwaylPedesbian Prome de
.... _ Coronado @ 3 Lanes + Sidewalk
.. . Sou1h Gulfview Blvd Realigned
. wlBicycle-Pedesbian Path
5QQ] Harnden Vacated
/~
,~
~~
~ ",,--
~"
"--- ----------
N
W~E
s
Figure 6
"BEACH BY DESIGN" TRANSPORTATION ELEMENTS
Beach Walk District Traffic Study
DKS Associates
I
I
LI
LI
~
tl
[I
MarkolJoulos 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.
:1
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.
II
L.
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.
rJ
"
II
t
'I
L
rl
fl
Pm.
tI
,
[I
rl
Table 2
!!:!p 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.
C:\ClearwaterBeachlJnterimReporlwpd
11
~ Urban Street LO
I
\1
~:'
[I
~
[J
\1
L
rl
L
:1
L.-~.-
II
L
iJ
-
II
tJ
~I
iib;;;
,
-
.
.
~
-
~
N
W-\rE
s
Signalized Intersection LOS
Figure 7
FUTURE FRIDAY PEAK HOUR LEVELS OF SERVICE
Beach Walk District Traffic Study
DKS Associates
I
I
t:1
EI
~I
;1
L..
rl
~I
LI
.
I
LI
t.1
~
~:I
[I
I
rI
[I
~ Urban Street LO
~
N
W -c>- E
s
Figure 8
FUTURE SATURDAY PEAK HOUR LEVELS OF SERVICE
Beach Walk District Traffic Study
OKS Associates
I
I
11
L
~'"I
Ld
;.1
! ".::{--
};;;
mmR
;1
L
1'"1
.1
[I
I?
z,x
.
[.1
"
/~
LI
fl
{.I
~:
14
.-,/.
~
rl
[I
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:\ClearwaterBeachlJnterimReport.wpd
14
Alternative C1..First St.
Leaend
Catalytic Resort Project /fi,ifJ
Major T rafflc Movements
N
w-<rE
s
Alternative C2..First St.
Figure 9
ALTERNATIVE ACCESS/CIRCULA TION CONCEPTS
Beach Walk District Traffic Study
DKS Associates
I
I
I
11
j.
I
Appendix A
Existing Conditions
I
I
I
I
I
II
II
I
I
I
I
~I
il
I
I
C:\ClearwaterBeach\lnterimReport.wpd
0
... 0
::1 T"""
0
.c
ca 0
"C CO
C
::1 .~ ~
o t:.
0:: as 0 c
(0 ca
~ ~ 0::
(1)1-
..."C
ca C 0
~ (I) ~
ca~
(I) (I)
- (I)
q~ 0
N
I
N
1::=
ca 0
.c 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0
0 0 0 0 0 0 0
r- (0 LO ~ M N T"""
(6UIJalu3)
awnlo^ ~lIea
I
I
I
I
:11
JI
il
II
~I
Is"1
.".
;;~
"'11
'jl
.,
II
. I
k';)
dll
.':~'i"l'1
f'I":
':w,,;;
rif11
____L:_;l
11
:f
:..~-
I
I
o
N
T"""
A-1
I
I
'I
'%,,,,,,,,,
"""'1
:::::l1gei'
l:\__
bw
<y".
t::::t.
ha
,J
L,,,~
rl
l
'I
~:
II
L..
I
I
t>'1
:@
l#
L..
.
r:J:
r
1"'1
~;
tI
r:.
.
rI
fI
.....,
::s
o
.c
CU
"
c
::s
o
0::
~
ca
.c
o
o
o
o
o
CO
000
000
000
000
LO ..q- ('i)
o 0
o 0
o 0
o 0
N ~
(6u!Ja~u3) awnlo^ Allee
A-2
o
o
('t)
o
LO
N
o
o
N
~
o C
LO as
~ ~
o
o
~
o
LO
o
o
I
I
E.
~I
u
rj~1
u
LJ
[-
il
II
k>N
.
.
[';1
-:~'.ii;
--:I,M
lJ
[J
,
-
rI
(J
[t
Map - Clearwater Beach
Levels of Service
11
~
1::
o
o
"0
co
c:
e
o
o
3
o
'"
~
0:
0", 1 81
t ~91
rr
lO
o
'"
u;
'A lO 23
-l- \i h3
ell)
lI)'"
""'O)"'lf"
"'l:" J126
: '0
.L
i
~
iii
~
:2
"5
Cl
(J)
~
i5
.g
co
~
o
o
O'l
f~~ >-ib
r
~~
Third
"'....
"'l~ ~3
o
47 "r
ti ~~'"
M
First St
to
f~
~~
J
~g-< 01
"'...
l J
N GulMew lo/f- ,1 .g t
:g
e
0 1
3~ 1 0
0
:g ~
It) E
:f
~ &0
<Xl r"'~~
iI: :[0
~ t ... ~o
" 20
Cl ",It) 8ri
(J) M- 5 !water DriVe
~~ ~x:
...'" ~
Clearwater Beach Existing Design Weekday Conditions
A-3
04112/2001
Appendix Figure A-1
I
I
~~I
L.~
;<1
~j
~i;1
.;~o~x:
rl
i<p'l
i
i
L<.~
:1
II
L.<.
.
,
f.1
rl
L.
rl
rl
~
-
.
[I
[J
Map - Clearwater Beach
levels of Service
04/12/2001
1~ J-io
20
5
~~ ~t
-'"
~
~
III
ii:
OJ
~
:;
<!)
l/}
t
",It)
",-
Bri 'water Drive
~cv
JC ~g
r
;~
FifthSt
o~
'J:q, ~2
o
J
-
16
~
lK 'Y'
Oq,
-;t
t
!'II 0
[", >-IS
ulfviewLot~ ~!
~
B side DrJve
If
is
c:
~
E
~
q,!
-"
"'-
B
Bh.t1
-
Clearwater Beach Existing Design Weekday Conditions
Appendix Figure A-1
A-4
I
I
[I
[I
~J
,I
i-:-;-,.,:-,"':,
rl
tee'
L.;;
'I
I
r..:;
il
t,
,
,
("'I
"
';i/;;
t_
,
:1
~"
&;I
tJI
I,'
",
,'",'
rJ
rI
HCM Signalized Intersection Capacity Analysis
42: Ramada Inn & S Gulfview Blvd
04/11/2001
"i
t
~
~
~
.j.
~
'\
'f'"'
"
"\
'fW1;1,!12i,i1 " '.:-jm" ;~f';."r' 'Xi';l- ': ;~':;::r:lt ~:\!i' ;;j;;).< .~ :il) '~::;>, / ~~ D!, t' \ l!. fir \ I, /-
~:Jh;~o'&-.,~;....LJ (. I<;..........c_w.... ~ ",-AlCWN~ w;;.-...f~l!<l$~Li.':,",,"..J.~t:;~z """'.....~~~~""'" ~^'\i~-.:J.,:,.a:t~.='_.....'""~;~.; " ~ ~.,,.~ :.", /~y~~ ~\=" ~y. "OJ; ~~M ~)/ ';"='>!'>f;...,..,,,.-;-':}-!..,.t;7Cd ^- ...;:;..J.~:",,,-.t
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 (v ph) 5
Peak-hour factor, PHF 0.92
Adj. Flow (vph) 5
Lane Group Flow (v ph) 0
Confl. Peds. (#/hr) 12
Conn. 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
~
1900
12
4.0
1.00
0.99
1.00
0.96
0.99
1774
0.93
1665
16
0.92
17
30
r'
1900 1900
12 12
~
1900
15
4.0
1.00
1.00
0.97
1.00
0.95
1915
0.71
1433
8
0.92
9
476
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
4'
1900
12
4.0
1.00
1.00
1.00
1.00
1.00
1881
1.00
1879
455
0.92
495
496
13
0.92
14
o
12
12
pm+pt
5
2
24.8
26.2
0.47
4.9
3.0
279
0.04
0.18
0.45
10.4
1.00
1.2
11.6
B
1900 1900
12 12
1 1
0.92 0.92
1 1
o 0
131 131
,
1900
12
4.0
1.00
0.79
1.00
0.85
1.00
1260
1.00
1260
327
0.92
355
355
113
Penn 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
B C D
12.5 31.1 '
B C
C
12.0
E
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
c Critical Lane Group
HCM Level of Service
24.1
0.87
55.4
99.4%
Sum of lost tirne (s)
ICU Level of Service
Clearwater Beach 11 :15 arn 02127/2001 Existing Design Weekday Conditions
Synchro 5 Report
Page 2
dksasstamp-st51
A-5
I
I
ILl
~
t,1
LJ
~I
'I
II
t
.
~,
il
L
II
[J
II
,
I
[I
II
HeM Signalized Intersection Capacity Analysis
12: S Gulfview Blvd & Coronado Drive
04/11/2001
t
~
..'
~ "'\- ""
-~
Lane Configurations'V 4+ + .,
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width 11 11 11 10 11 11
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 0.97 0.95 1.00 1.00
Frpb, ped/bikes 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. Flow (prot) 3349 3336 1818 1499
Fit Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 3349 3336 1818 1499
Volume (vph) 601 8 0 532 444 581
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (v ph) 653 9 0 578 483 632
Lane Group Flow (vph) 662 0 0 578 483 632
Conti. Peds. (#/hr) 94 63 63
Thrn~~ ~rm F~
Protected Phases 4 2 6
Permitted Phases 2
Actuated Green, G (5) 13.4
Effective Green, g (s) 14.3
Actuated g/C Ratio 0.38
Clearance Time (s) 4.9
Vehicle Extension (s) 3.0
Lane Grp Cap (v ph) 1260
vis Ratio Prot 0.20
v /s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS,.
14.0
15.7
0.41
5.7
3.0
1378
0.17
14.0
15.7
0.41
5.7
3.0
751
cO.27
0.53
9.2
1.00
0.4
9.6
A
9.6
0.42
7.9
1.00
0.2
8.1
A
8.1
,.A.
0.64
8.9
1.00
1.9
10.8
B
5.2
A
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (5)
Intersection Capacity Utilization
c Critical Lane Group
Free
38.0
38.0
1.00
1499
0.42
0.42
0.0
1.00
0.9
0.9
A
Sum of lost tirne (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
I
I
iPI
~~i;i!
un
rJ'
~
~'Ip:
t~,
:1
L
[I
I
II
I
I
rl
.'1
I
L
tl
~I
I
(I
[I
II
Measures of Effectiveness
04/11/2001
2: Causeway Blvd & Roundabout
':<,,.,'.--,-', ",- :'-':-:'/"~
~;}:~~:;(8\~:"{~)~Fi:-:
" ';;~~~~<;_~.~~A-;;jj!:~L;t~~~!;;~~*;~~:~~~~~?\:.~i0;B~~\'i::t~~~1<~~}:~:~\:~:t~?'.~';~~~:
.-J~~i;t[t~~fm~(~~;:J:Jl~~~;~J)Jaic%t~~:~Q:it&{?;~t,;~?;;;:~;::;
OiajCti(jd$~~~f:<.9'::':'-;' .:::-<>"'j:J;;.;.i ,;:-~~':-'-,., :~>r)\:;:~:;0\~"
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
1342 1987
332 481
1 0
128 267
134 33
3: Roundabout & Poinsettia Ave
':.>:l,,->:',
Direction ·
Volume (v ph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
SB,
173
o
25
1
15
4: S Gulfview Blvd & Pier 60 Lot
::NW
1665
o
16
2
37
~';'.
,.,- " ,-'- -~~.:.:;;,,; . ;.
,'- .;.~ '.--" .~:-:<J';"'"
';','::"'j.-,
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
,WB",
584
o
25
1
31
5: Roundabout & Mandalay Ave
NB
605
o
25
1
20
S6,
93
o
10
o
1
;'_~~;;:J:::~<';;;/?::':_;:;':" ,
Volurne
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
11
5
8
42
8: Roundabout & Coronado Drive
9999
o
1972
69
Volume
Signal Delay / Veh (s)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (mi)
13
5
9
47
9999
o
3086
141
Synchro 5 Report
Page 1
Clearwater Beach 11: 15 am 02127/2001 Existing Design Weekday Conditions
dksasstamp-st51
A-7
I
I
il
L
rl
tYM
t'l
tft
~mm
il
t::
rl
I
fl
l~
-
1m.
m
;~,-/<
!I
L..
'I
L
tl
LI
[I
La
~.
fl
I
[I
Measures of Effectiveness
9: Roundabout & Marina
04/11/2001
Direction.,. ':,~.,:",~,',,~:;s',::c ',,:
Volume (vph)
Signal Delay / Veh (s)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (mi)
. ,....,.. . ,,:':2EB
2015
54
2
34
60
12: S Gulfview Blvd & Coronado Drive
'.~:;~~;~<:~: :
, ,.'-.'~ ....'~.;
86
9999
o
239
4
Direction .
Volume (vph)
Signal Delay / Veh (s)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (mi)
"",::,'..>,
~< ....:.,..:(.:.~.'..\"
";'-';";:--f;
.....;EB.....
609
10
11
3
32
^. ...~.(..._<_ ,'c., ,:'>
13: First St & Coronado Drive
'.' ~\NB :..:;,<,;~);~H,$BfE.;;:,~..: .
532 1025
9 4
11 20
2 6
23 130
;-,-, (>,,?
I.~"'(i, )
Direction.".'l"', .- . ,j,..
Volume (vph)
Signal DelayIVeh (s)
Average Speed (rnph)
TotaFTravel Time (hr)
Distance Traveled (mi)
....EB ,.'
18
19
7
o
1
15: First St & S Gulfview Blvd
:ws'
132
11
12
1
10
. ('/.','.' ;GNa ~,:,;,,';~0'::;_," ;SB,;~:. .
404 452
o
25 21 .
2 1
41 20
Volume
Signal. Delay /Veh (s)
Average Speed (mph)
Total Travel Time' (hr)
Distance Traveled (mi)
16: Third St & Coronado Drive
21
6
o
2
o
25
2
59
o
25
1
19
:H~'.~~1jq~~{~!~:!j:'t;~0~)~~\t:~{~~stv~"f:::;:jljc:,),
Volume (vph)
Signal Delay / Veh(s)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (mi)
25
2
41
Synchro 5 Report
Page 2
Clearwater Beach 11: 15 am 02127/2001 Existing Design Weekday Conditions
dksasstamp-st51
A-8
I
I
II
L
[-
r:1
~;~
,I
b:,;;~.<
rl
I
'I
L
.
.
~I
IkcA
LJ
[J
lJ
rJ
La
.
[I
rl
Measures of Effectiveness
17: Third St & S Gulfview Blvd
04/11/2001
Volume (v ph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
27
19
7
o
1
18: Harnden Drive & Devon Drive
, ,. ......... ......<.;.:~:;:NB::;:t:~
113
o
25
o
4
Pi(i(:Uorf0
Volume (v ph)
Signal Delay / Veh (s)
Average Speed (rnph)
TotaLTravel Time (hr)
Distance Traveled (mi)
21: S Devon Drive & Devon Drive
596
o
25
2
44
;'"SB. ....
67
1
23
o
5
584
1
24
2
59
NW.......
15
9
8
o
o
",::,:,~;;.';j?};\:F;3'!*~hiAz&,~i{:~'.;~~t~t:<
",;}{,;/;./:;:,- ',,"
;~o';/::.> -i-\(-
;", -, '': '~----\;' ~
Pin;l.CtiQrt .,; ......
Volume (v ph)
SignaIDelayIVeh(s)
Average Speed (rnph)
TotalTravel Time (hr)
Distance Traveled (mi)
',,' :,.,EBc',>,"
15
o
30
o
o
'.wa.
25
o
25
o
1
22: S Devon Drive & Harnden Drive
Plii(itlpoJ:J.t~~tZ~lf.~Ji;fi,:t;J:FiE?;~~i();':;);~f~1tJY~'~:;i;~t;.jt:f;{t~MIBis~~::[*;jJ;j;J~:Na ';';;.~~:
Volume (vph) 15 128
Signal Delay / Veh (s) 10 0
Average Speed (mph) 7 25
Total Travel Time (hr) 0 0
Distance Traveled (mi) 0 5
24: Third St & Harnden Drive
....SE..;
10
o
25
o
o
i)>;~i>{
';':~;/'<:~.;' -;/;~
'SBf;?:
57
o
25
o
2
'\:~'>':g(~fir';~({$~~i~~V~1;wi;t*~fiR-tltli;;0~1[{*~j.::-:':rr{&t~~',.:::,:.:':
Volume (v ph)
Signal Delay I Veh (s)
Average Speed (rnph)
Total Travel 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
dksasstarnp-st51
A-9
I
I
~I
L,
rl
L,
r~
'I
L
rl
'I
II
l""
-
~
t.
~
['
'I
ir:___
~
I
~
(f
~
~
Measures of Effectiveness
04/11/2001
26: N Gulfview Lot & S Gulfview Blvd
Dire(:tiori~~);J;~~~ti:i;0;;!: ,'>
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
35
12
4
o
1
595
o
25
2
58
559
o
25
2
41
27: Brightwater Drive & Coronado Drive
DireCtior1i;,;;,,}~,?;:i.:','
Volurne (vph)
Signal Delay / Veh (s)
Average Speed (rnph)
Total Travel Tirne (hr)
Distance Traveled (mi)
>.WB,<'
35
12
10
o
2
339 380
o 1
25 24
1 2
19 43
30: Fifth St & S Gulfview Blvd
Direction
Volume (vph)
Signal Delay IVeh (s)
Average Speed (mph)
Total Travel Tirne(hr)
Distance Traveled (mi)
WB
63
15
9
o
3
., ,.' ,.?;~,NB"
440
o
25
1
37
,,:';';,i\l;~I3?;~>. '/":: '"
517
:j~t:'1:::k\.'\:P'~;1?2,i:
;X13?t~-'::Z
;. "'~'(';';: ,',
~'-t..;:>^>~;)>P:----:----:
<::::;j\Fi"~1
24
50
31: Fifth St & Coronado Drive
Direction ;", ,';~: \ .?,., :<(;,1;';,"')
Volume (vph)
Signal Delay / Veh (s)
Average Speed (rnph)
Total TravelTime (hr)
Distance Traveled (mi)
:.EB ,'<ii'
28
16
8
o
1
. :(,WB ,,;~~~~i:;j~~~NID%;;,!;t1t;;;~Sa ,~:~tj)h~;~sic';,;~;Si;;h;;~;,;;~i~j4Mfi~j~1&-);~v;;i,,;]::, ;
16
12
10
o
1
322
o
25
2
44
371
o
24
1
21
32: Brightwater Drive & Harnden Drive
DirecliQr(, ,,;~[2;,{i;it~~,:i~:;i;;;:~~~~W~)'i;;,;;~;;~,t:;;~~?" t:]:~ti:16B, ';l;Q~',;i~~~i!WB;i;~f~&~l~f3~t~;'~~:;ii'::tsB.;~~~,~(~!~?'~!!:i(t;j~$y5~;;:"~~14;~G~:0)%\~,ji~~;~$;'~
Volume (vph) 29 45 158 97
Signal Delay / Veh (s) 11 11 0 1
Average Speed (mph) 10 11 24 24
Total Travel Time (hr) 0 0 0 0
Distance Traveled (mi) 2 3 10 11
Clearwater Beach 11: 15 am 0212712001 Existing Design Weekday Conditions
Synchro 5 Report
Page 4
dksasstamp-st51
A-10
I
I
II
b
[J
"'1
t,
1,,;,1
il
t .
rl
;1
~--
II
L,m
,
~
IP
II
~<"-""'-'
"'"
t'
Iii
~::/
.'0::;,,:;
~;/d
'I
tiv
,
,
[I
,
Measures of Effectiveness
34: Fifth St & Harnden Drive
04/11/2001
Pireclion.{.........!;;W~$i~~1.WJ-lmfl~~~~~'t.l?fi\\~iel3'~i:ft'8;:j(;!;g;NB:~'0ti;,%'i,2i~~Sa:~~~~~~i~~lk~^R~'B~A'A1t~j~jj'&~~~jt,jj!:~c;"aifk3,5i,{ '.
Volume (vph) 15 158 107
Signal Delay / Veh (s) 10 0 0
Average Speed (rnph) 11 23 25
Total Travel Time (hr) 0 0 0
Distance Traveled (mi) 1 6 6
36: Bayside Drive & Harnden Drive
;''-',::,:>:'/)/>-:,
"~<-;e<:,> ~<'
Direction:, " ..;!;,:.:.~::x;;/_.~-_:--~;-.--_.:;",~:-~,::;;':-:'~~~;~1~;n3R~~z~?i~~~~~tY~~f+li\~~;}:~wa-~~1:3)t:~
Volume (vph) 25
Signal Delay / Veh (s) 10
Average Speed (mph) 14
Total Travel Time (hr) 0
Distance Traveled (mi) 2
38: S Gulfview Lot & S'Gulfview Blvd
;;;NB',
157
o
25
o
12
. .;;SB",.'; '.'
102
1
21
o
4
.,_ ,-..c-','" '-'n,. H,
-,:,,-,,-"':-''-''':.-:-.^-.:-'::.-..:'':.''''-,-.
.' :'<., <::~~;::HYs~~;)~~HN/ -'~~-'
- :';;>/!;-i:~A::{i-;>t;;:1i;':-~ ::~!:<\, ><:';--:;\>:;::-;-
, Direction
Volume (vph)
Signal DelayIVeh (5)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (mi)
e.. :\::...:",_,_:,;~:,*~;;,;:_';'i>;-t;(i '~.{t~s~~:':-;{;tIb;E6)j:~,;f::::'<'_:,-, '
55
12
4
o
1
41: Harnden Drive & Coronado Drive
>NB...
444
o
25
2
56
.,SB.. .
490
o
25
2
41
'.-:.<<, '~'-.
,-~-; ,'- -, "i":~ "XX{'{'s
t*j:f.~k}y
,,'.'.'.....-......-'-..0:.,..-.'-
.;"<;:j~i:,i i'~~tli_.$n<y,~W:;.nn-~.;:L.
Dire~ion' ~--;<--,/:?>::;:.; ':.'~:< <-~'~;~~f!t:~:tJf:::t~?~~:3~.i~~ttJJ:;i:~, >~~f1tt1~;i?t;~al~-t
Volume (vph) 461
Signal Delay / Veh (s) 3
Average Speed (mph) 18
Total Travel Time (hr) 1
Distance Traveled (mi) 25
42: Ramada Inn & S Gulfview Blvd
,<sa......
92
o
25
o
7
......SE.
385
13
15
4
53
\-';;(::::;-<>-NW:l!&..(t~~~~Jid~t~,~~:;,~::~}~~':tt~'~i~~j~::~:(ift:,)?~~~k~}0~:-'." C,'
DireCtion. .., .i;~1~}t\~;1J>';?:;;;;'4.#;;;~i~ik~~f~~~I~*~I.I;~r~J;~\~al:;:&t.i!::tlJi,;;,SB:iiVi
Volume (vph) 28 438
Signal Delay / Veh (s) 10 32
Average Speed (mph) 4 5
Total Travel Tirne (hr) 0 5
Distance Traveled (mi) 0 24
c:>;;~SE: ./'
643
11
16
5
81
783
14
10
5
54
Synchro 5 Report
Page 5
Clearwater Beach 11 :15 am 02127/2001 Existing Design Weekday Conditions
dksasstamp-st51
A-11
I
;1
,. .
i"J'
-?':,-/
<i(
if
[J
r:"I'
L'.
;1
L
L_
il
tl
L_
.
.
lJ
tJ
1'1
t
,
tt
,
f'
l'
Measures of Effectiveness
04/11/2001
44: Bayway Blvd & S Gulfview Blvd
Pi~Ctiol1\\.jYi ,"
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
;'(iiiWB:i:{!~;F~~\~~;k~SE ......
133 922
o 0
25 25
o 3
5 63
~'i>>,;>;:NW> .>.'>
650
o
25
1
23
,..' ;:," ""-f:fti~f;;W:,~~~1:~~i::s@;rr~~;~~\1~k*\t~i~~~~?~f~~^1'?;::t;t1~:i;?'i':tt~::,~.,.?,,-,:
47: S Gulfview Blvd & Bayway Turn
Direction ;,iEB). WB SB ;-' - ,C:):>JF>': ;:;,"".-'/
Volume (vph) 826 671 10
Signal Delay / Veh (s) 0 0 40
Average Speed (mph) 25 25 1
Total Travel Time (hr) 1 2 0
Distance Traveled (mi) 29 52 0
48: Bayway Blvd & Bayway Turn
Direction EB WB NB
Volume (vph) 96 144 20
Signal Delay! Veh (s) 0 1 9
Average Speed (mph) 25 23 5
Total Travel Time' (hr) 0 0 0
Distance Traveled (mi) 4 8 0
Clearwater Beach 11: 15 arn 02127/2001 Existing Design Weekday Conditions
Synchro 5 Report
Page 6
dksasstamp-st51
A-12
I
I
ul
ril
d
r;1
l ~]
WlM
,I
["I
'I
t/I
L.
,
,
tJ
II
L:
II
,
,
,
lJ
[J
Detailed Measures of Effectiveness
04/11/2001
38: S Gulfview Lot & S Gulfview Blvd
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
Clearwater Beach 11: 15 am 02127/2001 Existing Design Weekday Conditions
Synchro 5 Report
Page 1
dksasstamp-st51
A-13
I
I
[I
EI
t"^1
I
,I
t<
r1
t(:>::;
'I
II
!-;
&I
.
/::;rz"
il
t
[I
LJ
~
.-
"
r~1
f~1
L
Map - Clearwater Beach-Beach Walk Area Study
Volumes
11
~
"t:
o
.g
'"
c:
e
o
o
"0
-'
o
CD
~
0::
00
"'''-
J
4g-< 01
,,~
'"
First St
-j
to
r~
N~
l J
0
N Gulflriew lot<- "'~ .g r
,! ~
e
0 CD
0 .~
12lr-). 1 0
~
::? I
~
"'0
t"'~g to;:!! 0
[~ J.. ~ J-ffo
20
5 B-
","< 3~ or n !water Drive
"<....~ ~
1
8 9030
\:
rj'
"
~
o
'"
r~~ >-1g
r~
"'~
~
o
19 ~15
10
~g-i J1,
"'~
! '"
i
Clearwater Beach-Beach Walk Area Study Existing Design Saturday Conditions
~
m
l
~
&
CI)
l
o
.g
III
c:
e
8
o
~~
JC }-fg
U):go
Third ~l~ ~g
25 ""
~~ oJ,~
~;;;
(0
~'"
A-14
04/12/2001
Appendix Figure A-2
I
I
[I
w
IP'I'
,~,
WlS
W'^I
~"f.
,I
Wid
r'l
~:"
k."c"_,_
I
il
L.
.
.
.
'I
tu
;1
L
~'-
rl
Ij,
~"
i~:::,-
~:>,:;,
fk6J
it.
r-
IA)
[I
~I
Map - Clearwater Beach-Beach Walk Area Study
Volumes
IO~O
.4 - No
20
5
3~ or
<vC!S~
8ri
fer OIJve
~
Ii:
~K! ~g
I
"'~
FifthSt
i
ulfview Lot ~ ~1
-
Clearwater Beach-Beach Walk Area Study Existing Design Saturday Conditions
04112/2001
Appendix Figure A-2
A-15
I
I
LI
\"'1
l'~~
.;:;
j,1
L;
;1
Lm"
rl
!
I
il
I
",w'
&I
-
L",
~;I
[~
~
~-
r~
~
~i'
i:,t
,,;
r~1
!~
:'1
~ t r' " ~ ..J oj ~ '\ r- " '\
I'.~_'" " :-"'~_"'" --', ,," .~. '~'P,' ~-T'
~ - -~:~'-.
Lane Configurations 4t 4t "t. 4'''
Ideal Flow (vphpl) 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 Uti!. 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/bike5 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 0.92 0.92 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
Confl. Peds. (#/hr) 15 20 20 15 160 150 150 160
Confl. 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 (vph) 598 522 284 967
vis Ratio Prot 0.06 cO.30
vis Ratio Perm 0.02 cO.32 0.29
v/c Ratio 0.05 0.88 0.69
Uniform Delay, d1 13.5 19.5 12.1
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 0.0 15.1 7.0
Delay (5) 13.6 34.6 19.1
Level of Service B C B
Approach Delay (s) 13.6 34.6
Approach LOS B C
liitef$e~ionr
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (5)
Intersection Capacity Utilization
c Critical Lane Group
HeM Signalized Intersection Capacity Analysis
42: Ramada Inn & S Gulfview Blvd
04/11/2001
Perm
2
6
22.2
23.6
0.36
5.4
3.0
673
0.59
11.1
1.00
1.0
12.1
B
13.9
B
0.30
0.82
19.1
1.00
8.1
27.1
C
90.6
F
Perm
6
6
22.2
23.6
0.36
5.4
3.0
380
0.46
1.27
20.9
1.00
142.2
163.2
F
52.7
1.04
65.5
101.4%
HCM Level of Service
D
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
dksasstamp-st51
A-16
I
I
~I
t,
[,I
61
'I
L
[I
I
II
t."
II
-I
Ii!'
c.
II
b;;;;;;;;:;
II
L.;;;>.,;;;
"I
I
~
II
.
fl
~;;;.
[I
HCM Signalized Intersection Capacity Analysis
12: S Gulfview Blvd & Coronado Drive
04/11/2001
.". . "\ t ~ .;
tI~._' ' ,-, "-Ir;~'n~~'.', "
.W!s~,'!S!.:!!ll!!!JUa~,,-- _~
Lane Configurations'V 4+ + "
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width 11 11 11 10 11 11
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 0.97 0.95 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.95
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) 3350 3336 1818 1466
Fit Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 3350 3336 1818 1466
Volume (vph) 540 5 0 585 310 720
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 587 5 0 636 337 783
Lane Group Flow (vph) 592 0 0 636 337 783
Conti. Peds. (#/hr) 205 135 135
Thrn~pe ~rm F~
Protected Phases 4 2 6
Permitted Phases 2
Actuated Green, G (s) 12.5
Effective Green, g (s) 13.4
Actuated g/C Ratio 0.38
Clearance Time (s) 4.9
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 1272
vis Ratio Prot 0.18
v /s Ratio Perm
v/c Ratio
Uniform Delay. d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
101er$"~q "
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
c Critical Lane Group
12.5
13.9
0.39
5.4
3.0
1314
0.19
12.5
13.9
0.39
5.4
3.0
716
0.19
0.47
8.3
1.00
0.3
8.5
A
8.5
A
0.48
8.0
1.00
0.3
8.3
A
8.3
A
0.47
8.0
1.00
0.5
8.4
A
3.5
A
Free
35.3
35.3
1.00
1466
0.53
0.53
0.0
1.00
1.4
1.4
A
Sum of lost time (s)
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
I
I
LI
[J""" "
'ie:.;::_:::
-~/A
L_
'I
L
f"'1
:1
"I
L
.
"
b."
II
,;.;,:-..;,
LJ
r1
~
~
.
r1
['I
Detailed Measures of Effectiveness
04/11/2001
2: Causeway Blvd & Roundabout
pireCtion<':';:i.;%;,~:i",?,]'M,i~~ft-;~Wji*~~~~f~~lm:WB '.. "i;
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
1385
o
30
5
138
3: Roundabout & Poinsettia Ave
:,Z;;,:,NB
1945
o
18
2
32
" ,
, .....;..'<...<.:,-'.,'.;.,-.,-;-.-.,
'::~;:{:~::~~~&f~~1j;@i:1~:pt~-t~~~~-_'.i-.;j~~:~X:~~~-:::.:
Direction
Volume (v ph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
- ;--:'.<.': ,-,>> 7;;'" "'.:~;~~~z':;;-f~SB
175
o
25
1
15
4: S Gulfview Blvd & Pier 60 Lot
NW
1700
o
16
2
37
:' :/:-'-',:;-;":.." ':.,:',', >-';~Ji;:g:_:,->/:.,-
Direction
Volume (v ph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
.'.WB
720
o
25
2
38
5: Roundabout & Mandalay Ave
Direction
Volume (v ph)
Signal Delay / Veh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
.\,>WB'
1824
13
4
10
44
8: Roundabout & Coronado Drive
NB
540
o
25
1
18
5B
680
9999
o
1891
66
SB
109
o
10
o
2
,~};;-:;,';" ;":::,,..":'~<;/; y' ;, .,),;-<?> ~ ~;-:,,;
Direction ,.;,," ,)1Cii,'"
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
A,..""i.'iii::{;;:;k~,SB";:t;,",.',;;;,,'.",NE
1995 1065
13 9999
5 0
10 2963
55 130
."~t;:S':~\:~;,S'.-,x>i' ;-~>-:%.~W;~t\r0*~#;:;:-j'~1},~';:-;::::
Clearwater Beach--Beach Walk Area Study 02127/2001 Existing Design Saturday Conditions Synchro 5 Report
Page 1
dksasstamp-st51
A-18
[1-
Detailed Measures of Effectiveness
I
..
..
..
,I
t..
..
II
L~
I~il
';4
~
r
~.1.'."""""""""""""""
r
fl
L'
1.1
L..
II
f
(".1
tr
~
tr
,
bu
~
rl
L:
9: Roundabout & Marina
Direet]9n~@'f&;;(;~~;i!if:"'.~~1;Jl'h~~'<!>"..'" .......,.. .
Volume (vph)
Signal Delay / Veh (s)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (mi)
'.. :..i.EB.....
1975
50
2
31
67
12: S Gultview Blvd & Coronado Drive
Direction./.i;1i;. .
Volume (v ph)
Signal Delay / Veh. (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (rni)
-' "((;,":" ~.::'./> ::-:. ":,~
;:,,>,'\:,"'_::>~,,.~,' '
.,EB
545
9
12
2
29
13: First St & Coronado Drive
Direction
Volume (vph)
Signal Delay / Veh (5)
Average Speed (mph)
Total Travel Tirne (hr)
Distance Traveled (rni)
EB
35
19
7
o
2
15: First St & S Gultview Blvd
':"NB.;'\)'i
75
9999
o
208
4
. .NB .'>
585
9
11
2
26
WB
224
12
12
1
17
;~%.)::y "-'-;-"','c'
,,~,-',';-'.., ';.,'< '-,-' _.'
';.:SB',;
1030
3
22
6
125
:,NB,.'
374
o
25
2
38
Volume
Signal Delay / Veh (s)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (rni)
20
7
o
1
16: Third St & Coronado Drive
o
25
2
55
o
25
1
24
04/11/2001
" ""~'-'.:.;::,.;
~,)\-~;;:~.;(_:;-,: ;~+1~f}~f,~iY~~j'.yif:~~:{ 1?i;t~?_1~Z;s~~%,~J~~~~~i'sl~i:~~1
~'(:>_/'
"':;.;-f:;-i;!:~';:0<S,?:::\:~:yo;a:\f~';~>~;;: ;~i:>0::i:fi~Y;~'-;""'"
.....SB.
315
1
22
1
14
Direction~: '. ,,'i',,:, ..A,.f~tA;~:~:;f,'i<~:::;'
Volume (vph)
Signal Delay / Veh (s)
Average Speed (rnph)
Total Travel Tirne (hr)
Distance Traveled (mi)
54
16
8
o
3
59
13
9
o
3
329
o
25
2
37
290
o
24
1
29
Clearwater Beach-Beach Walk Area Study 0212712001 Existing Design Saturday Conditions Synchro 5 Report
Page 2
dksasstamp-st51
A-19
I
I
I
I
0,.,1
%:::'jj
;1
~
r'l
hiJ
1,1
""-"':.:.
iliW
~I
nI
I-
.1
I
'I
20,,1
~:/A~:
l:;U!t
".:'[i;m
m't
11:t.~
;Y';,
~,'A;;:
..
'I
-
~~'"
IJ:~ii.
1
0;;;$
1':1'
K%.
}
LJ
Detailed Measures of Effectiveness
17: Third St & S Gulfview Blvd
Direction ,ii;i.,t;1'i>1JlW}b;#JW*~t1*!~~~;?;l~;f!fu~1!i~~\l\fB '.' ..... ..' "..
Volume (vph) 40
Signal Delay / Veh (s) 21
Average Speed (mph) 7
Total Travel Time (hr) 0
Distance Traveled (mi) 2
18: Harnden Drive & Devon Drive
';;"S; ';;itjicitNB,..."......
210
o
25
o
8
. ",',
,-....
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
21: S Devon Drive & Devon Drive
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
EB
15
o
25
o
o
22: S Devon Drive & Harnden Drive
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
. ; .:.\;;.;!;L;(~;;;;;!.,,\, ;jV\iB'"
25
10
6
o
1
24: Third St & Harnden Drive
Direction!'''' //2.';;;:{,)
Volurne (vph)
Signal Delay I Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
;. ,,;': ,< /I;B .." .
30
10
11
o
2
';NB........
550
o
25
2
41
SB
60
1
23
o
4
WB
35
o
25
o
1
......,'NB
224
o
25
o
9
NB
255
1
23
1
30
04/11/2001
-' ::-nSB:"::~' ,0_,:, :~:~:'.\:;:~,~i;!}\::,~%~5~!;;~hi;~~,~~.i:J-:t::::\~{?:~y::::;'j-.::-::~--..- .
725
o
25
3
73
NW .,.
20
10
8
o
1
SE
10
o
25
o
o
SB;.".. .
60
o
25
o
2
: ,.,;~:~;');':i;f~:;':':':j;t~t::2~':"/.\.,::;n_;~::,:.>: ,:: ,,:::' ,;>~/;;t;;i<:~. ",',;,' "'\: " ...
SB.;'
90
o
25
o
4
',"':,:~;x :,<\;:~~~\;;<-"'_'s ',.
e;.'..'
.;,'.....'i:">\,-j,~::
Clearwater Beach-Beach Walk Area Study 02127/2001 Existing Design Saturday Conditions Synchro 5 Report
Page 3
dksasstamp-st51
A-20
I
I
r'il
k:d
II
~I
k,
I
'I
:1
L"
,I
t
b.o
~
.
f1#:4
I
'I
t~(n
.,
~$2
"
"
"'1
sri
{t:l
~
,
UfA
~
k
p'l
?c:::::
Detailed Measures of Effectiveness
26: N Gulfview Lot & S Gulfview Blvd
Oirectionhr:<<"....
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
';EB .
120
17
3
1
3
27: Brightwater Drive & Coronado Drive
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
WB
35
13
9
o
2
30: Fifth St & S Gulfview Blvd
Direction
Volume (vph)
Signal Delay/Veh (s)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (mi)
WB
64
19
7
o
3
31: Fifth St & Coronado Drive
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (mi)
....:,:EBf
99
20
7
1
5
32: Brightwater Drive & Harnden Drive
Direction .
Volume (v ph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Tirne (hr)
Distance Traveled (mi)
.':EB.....
40
12
10
o
2
:3.:\~.(NB ...., .','
550
o
25
2
53
NB
350
o
25
1
20
NB
520
o
25
2
44
'.,'WB.";;,
45
14
9
o
2
'i,WB',
45
13
10
o
3
""":,"SB'
715
o
25
2
53
,'SB
285
1
24
1
32
. I,;
;,:~~-,-::.-,
Clearwater Beach--Beach Walk Area Study 02127/2001 Existing Design Saturday Conditions Synchro 5 Report
Page 4
dksasstamp-st51
A-21
SB
745
1
23
3
72
,?;NB;/ .
325
1
24
2
45
.SB. <". '.
304
o
24
1
17
';.; ,<~,)NB ',,;;;",,:,';,
290
1
23
1
17
> /,:,.<.;,"''> 0'~"',
, '>'.'}'; ;',.;.'."j.;.-:t"!.'.'....' "',".:'
'<J,SB,,;. .y.
90
1
24
o
11
I
I
rl
li,;;:J
hi
~
EI
L","
LI
[I
'I
II
.
II
.
1'&1
,I
(I
~
hi:
LA
~
~
4*1
~\\
ili.'0i
*EI"
:
'--,.-
~
.
~;j;;;
;t
t
bd
Detailed Measures of Effectiveness
34: Fifth St & Harnden Drive
Direction ""':,:):;:" 'eii':';:;
Volume (vph)
Signal Delay / Veh (s)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (mi)
:2",;qtt~;:l~;'~~iI,~*}~-;: "i::<s:':>;::\.,;:;iEB ';:;~::;: ,'j
45
10
11
o
2
. -, -:~,\_;_; NB::;:,:, /.i';}'.::~l~:g,;,€S.B_~~c~~*~i~t!~~!rt';..~{ :.':t[~{;::8~St~~~~:;:~t~~-g~s::~ :'; '" --:
305 105
1 0
22 25
1 0
13 6
36: Bays ide Drive & Harnden Drive
Direction " 'WB NB SB),: .;..~.., c.' _,..; .. -'~' ,,;:: :: -(:;~>:~y~'\-: '~i.;_~__ .~
Volume (vph) 25 305 121
Signal Delay / Veh (s) 11 0 1
Average Speed (mph) 12 25 21
Total Travel Time (hr) 0 1 0
Distance Traveled (mi) 2 23 5
38: S Gultview Lot & S Gulfview Blvd
Direction ,EB NB SB",
Volume (vph) 55 535 690
Signal Delay / Veh (5) 14 0 0
Average Speed (mph) 3 25 25
Total Travel Time (hr) 0 3 2
Distance Traveled (mi) 1 68 58
41: Harnden Drive & Coronado Drive
Direction }}\\;NB ::SB eSE')
Volume (vph) 625 109 339
Signal Delay / Veh (s) 4 0 14
Average Speed (rnph) 17 25 15
Total Travel Time (hr) 2 0 3
Distance Traveled (mi) 34 8 47
42: Ramada Inn & S Gultview Blvd
Direction :'_c oNB):' .SB SE NW
Volume (vph) 29 420 706 955
Signal Delay / Veh (s) 11 29 13 14
Average Speed (mph) 4 A~1 15 10
Total Travel Time (hr) 0 4 6 6
Distance Traveled (mi) 1 23 89 65
04/11/2001
Clearwater Beach-Beach Walk Area Study 02127/2001 Existing Design Saturday Conditions Synchro 5 Report
Page 5
dksasstamp-st51
A-22
I
,I
LI
~41
Mi%
"...'...'.".'.".'1
IWW
jT~1
~
II
~Nl
f'l
I
11
kfu,;;
il
t-
-
!'J
w'.1
E'?'
>1
:1
.-
-
~
~
rl
w.1
v:~
l:';:';~)
Detailed Measures of Effectiveness
04/11/2001
44: Bayway Blvd & S Gulfview Blvd
~}';'~~~}~is~:1~j~f~~SE.~~;~~~K~W~~~t~1NW-:i} .~:,;.:'.'
";",;-":._,;~j:fl~~;{;i}f{~{Il',~r~ \%;"/';:~",:::;-.(
Direction!' .,,' ( . . .'
Volume (v ph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
155
o
25
o
6
47: S Gulfview Blvd & Bayway Turn
910
o
25
3
62
800
o
25
1
28
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
'EBt
810
o
25
1
29
48: Bayway Blvd & Bayway Turn
Direction
Volume (vph)
Signal Delay I Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
EB
96
o
25
o
4
WB>...... .SB.
821 10
o 49
25 1
3 0
64 0
WB
165
o
24
o
10
tNB
20
9
4
o
o
Clearwater Beach--Beach Walk Area Study 02127/2001 Existing Design Saturday Conditions Synchro 5 Report
Page 6
dksasstarnp-st51
A-23
I
I Appendix B
I Future Conditions
I
III
uti
:1
:Li:!
.~I
I
i'l
10:,.,..:.::
b..<
[\I
&I
:1
:1
L,
(J
[J
F":I
~'"
o'i
/-Wd
,
[I
(J
C:\ClearwaterSeach\lnterimReport.wpd
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Map - Clearwater Beach
Volumes
04112/2001
o
f~~ h~
t~
;;-
~
......,
A""h~
t~
...
1
t
Fifth Sf
-..
e
er Ol'lve
t
~;
5 GulMew Lot +- oJ ~
-.
5T'A
B
~
-.
Clearwater Beach Proposed Weekday Design Conditions
Appendix Figure B-1
B-2
I
I
I
fll
.
~:~:I
to<
.
,:::::::::::::;
'i""~,,,,,
:1
I
Wifu
[I
:1
I
L,-,,;;
LI
II
II
[I
f'l
~<:6;
[I
lJ"
?.,~
:J
.
,
[I
~
HCM Signalized Intersection Capacity Analysis
12: S Gulfview Blvd & Coronado Drive
04/11/2001
,J- ~ "\
t
~
~
M()vement':€~*~fl%~;,i;::H;/f;~JEBD1~,*)fEBR:i~~BG~~Na~at~$aR~:,,;'''~i.i, ~'~':,'i!.~':'"
';::i<'.~~i>/':';~;/{~~~;~:~F~~;t:~~;~:tt$~l;~~tf~~tft~~~*;;;~11?:::;~
lane Configurations "iV 4+ + ,
Ideal Flow (v ph pI) 1900 1900 1900 1900 1900 1900
lane Width 11 11 11 10 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. Flow (prot) 3345 3336 1818 1499
Fit Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 3345 3336 1818 1499
Volume (v ph) 570 10 0 645 565 515
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 620 11 0 701 614 560
lane Group Flow'(vph) 631 0 0 701 614 560
Conti. Peds. (#lhr) 94 63 63
Turn Type Perm Free
Protected Phases 4 2 6
Permitted Phases 2 Free
Actuated Green, G (s) 13.9 19.1 19.1 43.6
Effective Green,g(s) 14.8 20.8 20.8 43.6
Actuated g/C Ratio 0.34 0.48 0.48 1.00
Clearance Time (s) 4.9 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (v ph) 1135 1591 867 1499
v /s Ratio Prot cO.19 0.21 cO.34
vis Ratio Perm 0.37
v/c Ratio 0.56 0.44 0.71 0.37
Uniform Delay, d1 11.7 7.5 9.0 0.0
Progression Factor 1.00 1.00 0.97 1.00
Incremental Delay, d2 0.6 0.2 2.7 0.7
Delay (s) 12.3 7.7 11.4 0.7
level of Service B A B A
Approach Delay (s) 12.3 7.7 6.3
Approach lOS B A A
Intersection Summary; ~/)'::<):~.?;:<-:;"i--i<~ '-"i ~ Of;; . - ;:'>"-~> ~~: . . ;-.",'",-' ~":';~"r"' ."
,.....',...., .. i";'.'o':..;.,.,<- ~. ...,~ ."..~"
HCM Average Control Delay 8.2 HCM level of Service A
HCM Volurne to Capacity ratio 0.64
Actuated Cycle length(s) 43.6 Sum of lost time (s) 8.0
Intersection Capacity Utilization 57.1% ICU level of Service A
c Critical lane Group
Clearwater Beach 11:15 am 02127/2001 Proposed Weekday Design Conditions
Synchro 5 Report
Page 1
dksasstamp-st51
8-3
I
I
~
rl
1m
rl
L
.1
L.
~
I
rl
L
,
,
rl
L
,
,
1,1
S,
L.l
,
f
f
,
HCM Signalized Intersection Capacity Analysis
42: Ramada Inn & S Gulfview Blvd
04/11/2001
"i
t
r'
..-.
'\
Movement....';t'1(*xB,\'.;;,.~;';2~.Nal1'.am~~BR~';~%SBL\
Lane Configurations 4 'i
Ideal Flow (vphpl) 1900 1900 1900 1900
Lane Width 12 12 12 12
Total Lost time (s) 4.0 4.0
Lane Uti!. Factor 1.00 1.00
Frpb, ped/bikes 0.98 1.00
Flpb, ped/bikes 1.00 0.99
Frt 0.95 1.00
Fit Protected 0.99 0.95
Satd. Flow (prot) 1747 1763
Fit Pennitted 0.94 0.64
Satd. Flow (penn) 1653 1184
Volume (vph) 5 15 10 410
Peak-hour factor, PHF 0.92 0.92 0.92 0.92
Adj. Flow (vph) 5 16 11 446
Lane Group Flow (v ph) 0 32 0 446
Confl. Peds. (#lhr) 12 16 16
Confl. Bikes (#lhr)
Turn Type
Protected Phases
Pennitted 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
Unifonn Delay, d1
Progression Factor
Incrernental Delay, d2
Delay (5)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summa
HCM Average Control Delay
HCM Volurne to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
c Critical Lane Group
Perm
pm+pt
7
4
15.2
16.7
0.32
4.5
3.0
476
cO.16
cO.14
0.94
17.1
1.00
26.0
43.2
o
8
8
2.5
3.9
0.07
5.4
3.0
124
0.02
0.26
22.8
1.00
1.1
23.9
C
23.9
C
~
~
~
oj.
~
\.
'\
1900
12
'1 ~
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
":.SBR';;" :SEl~~1ff,~SEJii,~~1SER~!0NWt'{~~NWF;>;NWR
SBT
1+
1900
15
4.0
1.00
0.97
1.00
0.91
1.00
1826
1.00
1826
10
0.92
11
27
15.2
16.7
0.32
5.5
3.0
584
0.01
0.05
12.3
1.00
0.0
12.3
B
41.4
o
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
HCM Level of Service
21.9
0.85
52.2
98.4%
Sum of lost time (s)
ICU Level of Service
1900 1900
12 12
4" 7'
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
5
0.92
5
o
131
5
0.92
5
o
131
Perm Perm
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 21.5
A C
C
12.0
E
Clearwater Beach 11 :15 am 02127/2001 Proposed Weekday Design Conditions
Synchro 5 Report
Page 1
dksasstamp-st51
8-4
1-------
I
I
Iii
UF>>I>
!'::iiiim
ofH
tI
L~
[':1
:1
~:"-~-;"
LI
iI
~
hi
Il%::;
LI
LI
LI
,
,
~
[I
Detailed Measures of Effectiveness
04/11/2001
2: Causeway Blvd & Roundabout
Di~()h;;W~;~~\filf~?s'W\~t%i"> >
Volume (vph)
Signal Delay / Veh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
;-~;1<~;:);:~;.',:{,:<, :,:~':i't~i.~~l~~~wa:~B_Ne~f:~~%~~*~2r*1;~~::;::i :;f;~{\
"i~~~\:~~~~~';~A?;~it~i}~1;:t:;;~};:;~~~~1f._:%%i?1~~~~-,',_:::.';~:,:,;'
"::-'<:~;'i::,:>
1345 2055
o 0
30 18
4 2
134 34
3: Roundabout & Poinsettia Ave
Direction.
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
0~B':i~]~~1:Hjf:;!~:NWI~~~i> .,Xi';,
, ',)~- :3\,:':)}:
;--"
,""/<':':':';,'"
,{,~:~<s\;
"-''';,-,';'0'-,',
175 1670
o 0
30 16
o 2
15 37
4: S Gulfview Blvd & Pier 60 Lot
'<>WB >>> '} /
515
o
25
1
27
<; NB>
610
o
25
1
20
>SB
95
o
10
o
2
Direction
Volurne (vph)
Signal Delay / Veh(s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
~;"
5: Roundabout &
Volume (vph)
Signal Delay I Veh (s)
Average Speed (mph)
Total Travel Tirne (hr)
Distance Traveled (mi)
10
5
8
42
9999
o
1974
68
8: Roundabout & Coronado Drive
Volume
Signal Delay I Veh (s)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (rni)
6
9
6
49
9999
o
3269
144
Clearwater Beach 11: 15 am 02127/2001 Proposed Weekday Design Conditions
Synchro 5 Report
Page 1
dksasstarnrrst51
8-5
l" I
[I
tJ
~
..
~
l~
[~
~
LI
"i
;j
,
,
LI
~,
IL
r_
,
,
,
,
~
Detailed Measures of Effectiveness
04/11/2001
9: Roundabout & Marina
\%~:{~;~}:0)~1j~~:~~:,;:,tli*~~I:BA}':
.-" ,,:,,;,.:-.,'.
Direction;,"""!,,,,?,
Volume (vph)
Signal Delay / Veh (s)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (mi)
2085
62
2
40
66
12: 8 Gulfview Blvd & Coronado Drive
.';i/'JNB../'
85
9999
o
236
4
;:;Y:;)f;:;;,;,',
'-.;-~'..;'".~.
~~,;~:~::;> "
;'-,;,'~,
Direction
Volurne (vph)
Signal Delay / Veh (s)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (mi)
'l:;~'i;'~:'}~;';f;:':- ";:\~s~EB "<;';' .
581
13
9
3
30
13: First 8t & Coronado Drive
NB
645
8
11
3
28
SB
1080
5
21
6
133
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
";EB'
35
25
6
o
2
15: 8 Gulfview Blvd & First 8t
WB
34
19
9
o
3
NB,
620
o
24
3
63
SB..;.. .
574
o
24
1
25
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
":;-':7::; :_,;E..t{)L"H~::'~:-~;:i~i~_a:':!~~;
559
o
25
1
18
16: Third 8t & Coronado Drive
>',WB."
90
o
25
o
5
~:{~';:::;:.SB;/.:' ,:,::~g:f~:H-~:':,;:sHn.:,~;;:-~'~'Ft~(;'~~~.;;U;\~,t ;~~ "':? ;-:~';'N~~)J&1!;;""(:::~:~':;/,'-}'-,:,;
510
o
25
1
17
~:, ':;':'.~\F/i:""_:,}-;~f'hf.~:,.:~j:::@Y((:';
'):;~';'~H;,:s2d:;~~;fr" ;,~,\y~:; ,;- ,- - >
Direction
Volume (v ph)
Signal Delay / Veh (s)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (mi)
. J;t:WB,;://::;, .',~NB :::.
35 590
15 0
8 25
o 1
2 19
'>.;>,SB2> ..
525
o
25
2
53
,-',.,; _, _" }~~~~~~~;:;\'_;(l;:il~~'~;,
Synchro 5 Report
Page 2
Clearwater Beach 11: 15 am 02127/2001 Proposed Weekday Design Conditions
dksasstamp-st51
8-6
I
I
[I
[I
~,'~'I
I/!!f'
~";:&
I
L,
['
II
t
LI
II
~
IP
[I
t_
[.1
~
,
,
fl
~
Detailed Measures of Effectiveness
18: Harnden Drive & Devon Drive
04/11/2001
tNWi)
15
8
9
o
o
.' .... -" - . . .
;,~>i>)';,;:;i:~;~: .- ':~>,::~,~:"\~~';.';
:.~i';~~~[i;~L{i.:~j~f,%~i;:~~i@3.f~~~~~~~:z~~:~.i.ff~;)~~:.~:g;~1~:?~f,i:~~..,:t.:,,;;:: '. .
:',~.; ,- .:,.,;:.t/~;{:t;-~~{~f:,i;:~:&~~1;{;~~~N.a:il~;~~)~~~{~}~~t~:-,SB ': ';:;':,<s.
Direction
Volume (v ph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
21: S Devon Drive & Devon Drive
15 25
o 2
25 21
o 0
1 2
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
i;,: ;'i;~;Ea ,:~:;~:::'< .:
15
o
25
o
o
.WB'
25
o
25
o
1
22: S Devon Drive & Harnden Drive
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
24: Third St & Harnden Drive
",WB.:"
15
9
7
o
o
NB
29
o
25
o
1
,SE",
10
o
25
o
o
SB
15
o
25
o
1
.,;f:~'.W)~~~i::;~2:S~~~~;!(~W~iT:a::l~~42'~~:t1it~~~{~1b}};:Na-:1t~~~~~A;~;~l~i;$6:~~t'1i_:};:: ,~,-;~
;-:':~,i:_~\-;n
;<0:;.t~F,.;-;~i::i:B,~i~};~Ci}
Direction'" '\1:~;:;i;!kS,::~
Volurne (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
20
9
11
o
1
40
2
22
o
5
27: Brightwater Drive & Coronado Drive
40
o
25
o
2
\:::{:;lSB ;~::,: .
480
o
24
2
38
Directio_" ~ '.~.:::-it;:/~
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
:C;':'.~:<;~;'\>,
;::;;;;11':.';:~i:i_,;:g~{}~Vt:~~~::;~ii~~~~g~i~~~1:;:0;Ne'i::i%i~+f~':
35 524
15 0
8 25
o 1
2 30
,;);~~, i:;}~;>
;',::f<}:.""::
<:";:':::. ;;; ;,",
Clearwater Beach 11: 15 am 02127/2001 proposed Weekday Design Conditions
dksasstarnp-st51
B-7
':~f~:r';~:
~::~f;,~~f,k~\:~;~~~:\
.~i~S(} ;;.~;,-,
-;";<A:
Synchro 5 Report
Page 3
I
EI
t~1
1ft
[;1
~
-
~
"
tI
LI
,
f
,I
L..
[~
~
,
,
,
~
~
Detailed Measures of Effectiveness
30: Fifth 8t & 8 Gulfview Blvd
04/11/2001
Direction .' 'r:0!i'}W;';i<;~t;.. ,>".u/
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
31: Fifth 8t & Coronado Drive
>:WB
63
15
10
o
4
NB
440
o
25
2
39
"':.i~SBj'{.;),>-,\,:~", :,,"},.~ ..... .
520
1
23
2
48
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
EB WB .N8Y , ,><) S8
100 16 448 473
34 14 0 0
6 9 25 25
1 0 2 1
7 1 62 27
32: Brightwater Drive & Harnden Drive
Direction
Volume (vph)
Signal Delay IVeh (s)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (mi)
34: Fifth 8t & Harnden Drive
EB WB NB 58
29 45 61 54
10 10 1 1
11 12 22 23
0 0 0 0
2 3 4 6
.,'.,'.-........)
.,.;,
<fEB
15
9
11
o
1
NB
60
1
21
o
2
.2;.SB:>
107
o
25
o
6
~<~}x~~h:;j~:?~~,!{v)i<{:::J.A@;:~.:~: .'.' \1?{',.;l{S.i;;,
i"//""
DireCtion
Volume (v ph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
,/..,~.:.<v_-.::,.~
'rv;gDFi~~~
36: Bayside Drive & Harnden Drive
'.WB
25
9
13
o
2
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (mi)
NB
60
o
25
o
5
..SB.:.:/{...
51
2
19
o
2
~':.-<//:
/i1Fz>_W~):
,~,<..':>:'
><hV~l):.<~...::~-;(:. ;
'~\,\;2~~
Synchro 5 Report
Page 4
Clearwater Beach 11:15 am 02127/2001 Proposed Weekday Design Conditions
dksasstamp-st51
8-8
I
I
'I
L,
[I
f;.I.
I:~'r
11
tId
rl
!
L.,
1%
[I
L..
;1
L
II
.
I~I
t""""",,,
fl
,"o:'A:;.
~I
r.
~
-
,
I.
l'
~
Detailed Measures of Effectiveness
04/11/2001
38: S Gulfview Lot & S Gulfview Blvd
,- , . ',;<.':i;}~~::h;;~~);'-~f,:;-,\~)fJ~~1~\!!t~,~:~~y.
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
'.. :,x;,;,EB"c,
55
12
4
o
1
41: Harnden Drive & Coronado Drive
NB
450
o
25
2
57
SB'
460
o
25
2
41
Direction ',NB SB SE
Volume (vph) 480 40 415
Signal Delay / Veh (s) 3 0 12
Average Speed (mph) 18 25 16
Total Travel Time (hr) 1 0 4
Distance Traveled (mi) 26 3 57
42: Ramada Inn & S Gulfview Blvd
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
NB
29
18
3
o
1
44: Bayway Blvd & S Gulfview Blvd
58
435
25
6
4
24
SE
655
8
17
5.
83
NW
805
10
12
4
55
, :/~A~~,t~:d:';
;:~1:ir;:?f'.' -~ff;;fht,:~,~.,~;~:,;;:
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (mi)
.~...WB"""
135
o
25
o
5
47: S Gulfview Blvd & Bayway Turn
SE'.". .
935
o
25
3
64
. 'Nw"E<
650
o
25
1
23
:"" . :::>;:,~;-::f:;;";(<:';i;"'/?~-':-,";->;::?Aw;tH-',,;;;:~;,?:;::;,,~'" t"/.
Direction
Volume (v ph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
. <..E13...,.. '.'.'
835
o
25
1
30
WB
671
o
25
2
52
::):..::/,_/,:;
.SB: ',"",
10
40
1
o
o
Clearwater Beach 11 :15 arn 02127/2001 Proposed Weekday Design Conditions
Synchro 5 Report
Page 5
dksasstamp-st51
8-9
I
I
61
[I
II
~~J
LI
["I
"">
[I
t .
i
~<<....,.,
LI
.
.
rl
~:I
I;;r..,;
r~1
::
,
.
I
it
[I
Detailed Measures of Effectiveness
04/11/2001
48: Bayway Blvd & Bayway Turn
Direction - . ~:'-:>:j_!;~;:;;~\:\;A>}~{.'::~,:,'-,:_-;-;
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
'EB>
100
o
25
o
4
53: S Gulfview Blvd & Eyebrow Lot 1 N
,WB
145
1
23
o
8
>>:!,,;NBi/':' '
20
9
4
o
o
Direction WB 518 NW
Volume (vph) 520 10
Signal Delay / Veh (s) 0 0 0
Average Speed (mph) 25 25 30
Total Travel Tirne (hr) 1 1 0
Distance Traveled (mi) 16 33 0
54: Eyebrow Lot 1 S & S Gulfview Blvd
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
WB
10
12
5
o
o
NB
555
o
25
2
38
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (rnph)
Total Travel Tirne (hr)
Distance Traveled (mi)
:;~Y',)" .
56: Marriott Seahell Resort & Coronado Drive
SB
520
o
25
1
31
-:'"';:i';\~;":".-' ';':s:;'
EB
210
41
2
3
7
57: Eyebrow Lot 2N & S Gulfview Blvd
NB
535
1
23
2
43
,<SB., >
524
o
25
1
17
Direction
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
:WB
30
13
4
o
1
NB
556
o
25
1
31
<SW
520
o
25
1
35
Clearwater Beach 11: 15 am 02127/2001 Proposed Weekday Design Conditions
Synchro 5 Report
Page 6
dksasstamp-st51
8-10
I
I
~I
~j
p"1
~
~
I
"I
fl
b:;;;;.;;;,
II
L,
'.iM.
-
rI
l,1
t;;;;:::i
(I
rl
f;
i,l
u
[J
-
rJ
~
Detailed Measures of Effectiveness
04/11/2001
58: Eyebrow Lot 25 & 5 Gulfview Blvd
Direction
Volume (vph)
Signal Delay / Veh (s)
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
Synchro 5 Report
Page 7
Clearwater Beach 11: 15 am 02127/2001 Proposed Weekday Design Conditions
dksasstarnp-st51
8-11
11
t
[-
I
aI
'I
~
~
II
t,,,,,.
II
~i
,
,
II
L
fl
;;:y'---",..""
~I
j:!;:;"i-.'
11
L
I
I
~
I
Map - Clearwater Beach
Volumes
CD
::-
"C
Q
0
"0
'"
c:
e
0
0
0
...J
0
<D
~
0: J~
'" 1
0 ~5
L J 0'.1
('(' 59~
10 ....
<D
0
0
<D
It)
<D 0
j~ ~~ It)..,o 15
It)....~h
J.. 5
20 J!,
J~
"'~~
<D
~
t
Q t
0
"0
co
c:
e
0
0
0
f( ~O Third
Tlt)
tg'"
Olt)
....0
~.".
J
11~ ~1
70 It)
..,'"
It)
lil E ebrow Lot 25
! "-10
-
o
<Do
.".",
l ~ :.-dg
t
Q1~
Clearwater Beach Proposed Saturday Design Conditions
B-12
1~ I-io
20
5
~~ or",
"'....'"
0411212001
FirstSt
-7t
tlt)
~~
~j
Jg-< 01
....~
~
f
.l
Q
c:
~
1
8ri hlwater DriVe
~
Appendix Figure B-2
I
il
f
l:
k---------.,
[I
EJ
rl
~/q
,I
L
[J
rl
EI
II
I
1............".......1.....
L:,
L?:"'A
[I
'..........".......................1...........
,,>
I,.,
II
I
I
I
I
Map - Clearwater Beach
Volumes
04/12/2001
o
<Do
"''''
J~ )-Jg
r
~o
..,....
:I~ J..-io
20
5
2~ or
"'....~
s-
n htwater DriVe
~
FifthSt
tu>
",,,,
u>
55
f~
Jt
1:Vf8~
~
>
1li
%
~
i
o
00
S Gulfview Lot +- J!
55-"
~
Clearwater Beach Proposed Saturday Design Conditions
Appendix Figure B-2
8-13
I
I
LI
LI
b_
II
i::::.o.o.o.,.c"
!I
L4
fl
l-'.
'J
L
II
.
II
,
lJ
~
(I
I
[I
[J
HCM Signalized Intersection Capacity Analysis
42: Ramada Inn & S Gulfview Blvd
04/11/2001
Movement",',i~',i0.'j:%'; . .'...., NBC'"
Lane Configurations
Ideal Flow (v ph pI) 1900
Lane Width 12
Total Lost time (s)
Lane Uti!. Factor
Frpb,pedlbikes
Flpb, ped/bikes
Frt
Fit Protected
Satd. Flow (prot)
Fit Permitted
Satd.Flow (perm)
Volume (v ph) 5
Peak.hour factor, PHF 0.92
Adj. Flow (vph) 5
Lane Group Flow (vph) 0
Conft. Peds. (#lhQ 12
Conft. Bikes (#/hr)
Turn Type Perm
Protected Phases
Permitted Phases 8
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
Intersection Summary , .',
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
c Critical Lane Group
"i
t
\..
~
'1t.I
.....,.
~
'\
"
"\
Y'
."SETg;;SER';~;;~~~~NV\fl'0~1NWR
P.>
1900 1900 1900
12 12 12
4.0
1.00
1.00
1.00
1.00
1.00
1874
1.00
1874
485
0.92
527
532
28.9
30.3
0.54
5.4
3.0
1014
cO.28
0.52
8.2
1.00
0.5
8.7
A
10.0
A
2
5 5
0.92 0.92
5 5
0 0
131 131
Perm
6
4' "(f
1900 1900
12 12
4.0 4.0
1.00 1.00
1.00 0.85
1.00 1.00
1.00 0.85
1.00 1.00
1879 1364
1.00 1.00
1870 1364
520 495
0.92 0.92
565 538
570 538
113
20.2
21.6
0.39
5.4
3.0
721
cO.30
0.79
15.2
1.00
5.9
21.1
C
15.6
B
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
t3-14
NBTi(:;P{NBR~>:(i?[SBUi1;;k~SBT,,:;rit,:SBR';..'
4> ~ ~
1900 1900 1900 1900 1900
12 12 12 15 12
4.0 4.0 4.0
1.00 1.00 1.00
0.98 1.00 0.98
1.00 0.99 1.00
0.95 1.00 0.93
0.99 0.95 1.00
1746 1761 1883
0.93 0.64 1.00
1644 1183 1883
15 10 450 25
0.92 0.92 0.92 0.92
16 11 489 27
32 0 489 49
16 16
SEL;
II
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
HCM Level of Service
24.7
0.86
56.0
102.0%
Sum of lost time (s)
ICU Level of Service
Clearwater Beach 11 :15 am 02127/2001 Proposed S~turday Design Conditions
f'
pm+pt
8 7 4
4
2.5 16.2 16.2
3.9 17.7 17.7
0.07 0.32 0.32
5.4 4.5 5.5
3.0 3.0 3.0
114 475 595
cO.18 0.03
0.02 cO.15
0.28 1.03 0.08
24.7 19.0 13.4
1.00 1.00 t.OO
1.3 49.1 0.1
26.1 68.1 13.5
C E B
26.1 63.1
C E
C
12.0
F
dksasstamp-st51
Synchro 5 Report
Page 1
rl
II
l~_
Jul'
~~
[J
:1
L,
[I
:1
~
II
km
.'
4f
~
II
t>..
tl
1:1
~c
rl
t~
fl
I~/~
,
rl
tl
HCM Signalized Intersection Capacity Analysis
12: S Gulfview Blvd & Coronado Drive
04/11/2001
MQvemttnti:~i;}',;!j~?.i;/ '."',"
Lane Configurations
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Uti!. Factor
Frpb,pedlbikes
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. (#lhr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (5)
Effective Green, 9 (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (5)
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 (5)
Approach LOS
..J' ~
t
~
.I
>'NBL.iNBT'i't:tSBtl~t~~SBR; ;,:';:.."
+tt + r
1900 1900 1900 1900 1900
11 11 10 11 11
4.0 4.0 4.0
0.95 1.00 1.00
1.00 1.00 0.97
1.00 1.00 1.00
1.00 1.00 0.85
1.00 1.00 1.00
3336 1818 1499
1.00 1.00 1.00
3336 1818 1499
645 485 655
0.92 0.92 0.92
701 527 712
701 527 712
63
Free
:';.;' ;-'<'::.;,,::~.~~::;?~"'~
:.i~,~,ft.s-~F~~~:~\\1~.f:~J%~~~f~;~(.{~f~~;f~3~1@~
Clearwater Beach 11: 15 am 02127/2001 Proposed Saturday Design Conditions
"\
"",EBL..'EBR
'iV
1900
11
4.0
0.97
1.00
1.00
1.00
0.95
3347
0.95
3347
590
0.92
641
652
o
0.92
o
o
63
Perm
10
0.92
11
o
94
4 2 6
2 Free
13.1 14.7 14.7 36.8
13.6 15.2 15.2 36.8
0.37 0.41 0.41 1.00
4.5 4.5 4.5
3.0 3.0 3.0
1237 1378 751 1499
0.19 0.21 cO.29
0.48
0.53 0.51 0.70 0.47
9.1 8.0 8.9 0.0
1.00 1.00 1.00 1.00
0.4 0.3 3.0 1.1
9.5 8.3 11.9 1.1
A A B A
9.5 8.3 5.7
A A A
l'ot~~eCtioo'.$ijmmiiry~{t~~~~ij~1~t~t:J!1J5;;bi;1;.ti;$~0f0r~1~t~~~.~J;t'S'.;!~yi~~~4fi.j}~.'i~~~i;!~~i~~~t~f,ii~j*ifJfi~~\{~*R{l~~~ttiii~~~.~\t~'i:il!;t~~W~*;~~
HCM Average Control Delay 7.4 HCM Level of Service A
HCM Volume to Capacity ratio 0.58
Actuated Cycle Length (5) 36.8 Sum of lost time (5) 4.0
Intersection Capacity Utilization 53.1 % ICU Level of Service A
c Critical Lane Group
dksasstamp-st51
8-15
Synchro 5 Report
Page 1
I
I
,ml
LA
~4>IJ
J:ili~;
:$,
r:1
IJI
II
L
LI
;1
'I
L
.
,
l",1
k-,
f
[.
rl
L,;,
'I
l
,
,
-
rI
-
Detailed Measures of Effectiveness
04/11/2001
2: Causeway Blvd & Roundabout
DireCtion
Volume (vph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
"'":;;?":~;;;:,,,pm::WB ;,,'
1460
o
30
5
145
3: Roundabout & Poinsettia Ave
NB
1990
o
18
2
33
DireCtion:
Volume (v ph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
.;~~;':'-':><}:"~~r\~r:'f$?:~~~l$\~i;~SB :(;~,:}f'~ft-;::
,,:,<,,;-:,~"
175
o
25
1
15
4: S Gulfview Blvd & Pier 60 Lot
'/NW
1775
o
16
3
39
Direction
Volume (vph)
Signal Delay / 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
Direction<, ' . ""
Volume (vph)
Signal Delay / Veh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
'" ,/,; ,;'" '""",,WB"<)~::
1880
15
4
11
45
8: Coronado Drive & Roundabout
,;:,.8B
680
9999
o
1891
66
DireCtion ,,'
Volume (vph)
Signal Delay / Veh(s)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (mi)
$B":,;,:;'
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
8-16
!-
I
I
LI
U1
-.,,,,,A
>,
~
~~
'I
L
rl
,I
,I
L""
,
~
.
~I
l}mjl
L.."
rzl
~"I
~:
~':"""';--
,
,
~
rl
[,
Detailed Measures of Effectiveness
04/11/2001
9: Coronado Drive & Roundabout
Volume (vph)
Signal Delay I Veh(s)
Average Speed (rnph)
Total Travel Time(hr)
Distance Traveled (mi)
2020
55
2
34
68
75
9999
o
208
4
12: S Gulfview Blvd & Coronado Drive
Volurne (vph)
Signal Delay / Veh(s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
600
10
12
3
31
645
9
11
3
28
13: First St & Coronado Drive
1140
5
20
7
138
Direction.' ',;,;0'(;i;\it'/0\)" ,; ,
Volume (vph)
Signal Delay Iyeh (5)
Average Speed (rnph)
Total TravelTime (hr)
Distance Traveled (mi)
:?f"';(!"i,;"i;:;t;:", ',,,;;;<,~<EB,, :':,;;:> WB, '
60 24
23 21
6 9
o 0
3 2
15: S Gulfview Blvd & First St
'.:1"NB; ~;;<;,;t;,; ;SB ,~ji :~;;A'.
640 495
o 0
24 24
3 1
65 22
DireCtion;:,"" ;fj,~ii;.;~!1~!;i;t%Hil
Volume (vph)
Signal Delay IVeh (s)
Average Speed (mph)
Total Travel Tirne (hr)
Distance Traveled (mi)
559
o
30
1
18
80
o
30
o
4
16: Third St & Coronado Drive
670
o
30
1
22
Volume (vph)
Signal Delay IVeh (s)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (mi)
44
15
8
o
2
585
o
25
1
19
550
o
25
2
56
Synchro 5 Report
Page 2
Clearwater Beach 11:15 am 02127/2001 Proposed Saturday Design Conditions
dksasstamp-st51
8-17
II
t.
: [I
[-
LI
F_
'I
L.
II
il
~.. ..
L.
'I
L.
.
~
~/I
L
II
(J
-
IJ
I
~
l'
Detailed Measures of Effectiveness
18: Harnden Drive & Devon Drive
04/11/2001
Direction, H :;:~;f;~;;f~~;~;0{~~~KkW~>~}~?!~j;~~~\~~NB,'~)~t\/
Volume (vph) 15
Signal Delay / Veh (s) 0
Average Speed (rnph) 25
Total Travel Time (hr) 0
Distance Traveled (mi) 1
21: S Devon Drive & Devon Drive
'N,eSB'
25
2
24
o
2
~;i:,::::' '?.::::~NW)~;-~:{:;~~~ii:t~~~fs%j~~'~J~~~f~~~~fi.~;~~~~~#*fh~~~;:~:;\!:~:}?~~;.}:~f~~:~~~li~:
15
8
9
o
o
<::~~~~:,;>i~~~f~1'i{~J$~M:s&W{~f~i@;*i~,~}ii~-<< "A.' -", ::~~/:; ';!;~"<-;':
Direction
Volume (vph)
Signal Delay I Veh (s)
Average Speed (rnph)
Total Travel Time (hr)
Distance Traveled (mi)
_ .,.i.e,:',:;::, ;~:?rES;;~EB ,".
15
o
30
o
o
22: S Devon Drive & Harnden Drive
-.....WB
25
o
30
o
1
;~::SE._...o ,,~(:-;:
10
o
30
o
o
<;2<;~-;"" ~-/<,
Direction
Volume (v ph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
,. ., ,<--.+>;WB:<-.:,,:, NB
25 29
9 0
7 25
o 0
1 1
24: Third St & Harnden Drive
.,sB.
40
o
25
o
2
/F;{(~~:0it~1'J:ili:\:tB{?:_::;@;;~(~::~~~g~~(~i;;B:,A~1[~%.?~
_:',:<"i-,-;-
Direction
Volume (v ph)
Signal Delay / Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
30
9
11
o
2
27: Brightwater Drive & Coronado Drive
54
2
23
o
6
75
o
25
o
3
Volume (v ph) 35 635 480
Signal Delay / Veh (5) 21 0 0
Average Speed (mph) 7 25 24
Total Travel Time (hr) 0 1 2
Distance Traveled (mi) 2 36 38
Clearwater Beach 11: 15 am 02127/2001 Proposed Saturday Design Conditions
Synchro 5 Report
Page 3
dksasstarnp-st51
8-18
I
II
L.
~
~
~I
[~
[~
'I
lu
[,
II
tI
[~I
L~
~
,
,
,
~
~
Detailed Measures of Effectiveness
04/11/2001
30: Fifth St & S Gulfview Blvd
Volume (v ph)
Signal Delay I Veh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
64
19
9
1
4
595
o
25
2
53
690
o
24
3
64
31: Fifth St & Coronado Drive
,...___-........'J.'\... ,
>-';'-:,-.",-'S';'~->- ~
i~, ,
...SB,;.
480
o
25
1
27
~ ~x'''>''
^'r;~". '
Direction>: ,.j,:-,~:-:_..~t~!~i*!~;;;>::_;~T'
Volume (vph)
Signal Delay/Veh(s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
ii;'fiWB ';2;~1::g;i%I!;{~Na;t
55 606
29 0
5 25
1 3
3 84
.,.;,EB,,0,'
90
58
4
2
6
32: Brightwater Drive & Harnden Drive
. ~:,'.:+:',-.~
.,>.:>:;..'.."....
Direction ,. /:.(}ti' . ,
Volume (vph)
Signal Delay / Veh (5)
Average Speed (mph)
Total Travel Tima (hr)
Distance Traveled (mi)
x.EB
29
10
11
o
2
i"WB.
45
10
13
o
3
...:;;.;,Na::;"..< ,
90
1
22
o
5
34: Fifth St & Harnden Drive
SB.....
85
1
24
o
10
\2~;;'
Volume
Signal Delay / Veh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
9
11
o
2
2
20
o
4
o
25
o
5
36: Bayside Drive & Harnden Drive
,,(~u~:,:;
~Uij*_;;~:;
'-\';-,,'
::,,:,.,~~
Volume (vph) 25 105 90
Signal Delay 1 Veh (5) 9 0 1
Average Speed (mph) 13 25 20
Total Travel Time (hr) 0 0 0
Distance Traveled (mi) 2 8 4
Synchro 5 Report
Page 4
Clearwater Beach 11: 15 am 02127/2001 Proposed Saturday Design Conditions
dksasstamp-st51
8-19
I I
11
rl
IL>>;:
r!~1
FI
II
L
tl
II
b:_:.",_
II
~::.::.u
L."
I
.,.,
"",.
[I
;;;;;;,;"
II
L.;.
[I
,
I
I
1I
~I
Detailed Measures of Effectiveness
38: S Gulfview Lot & S Gulfview Blvd
Direction @", .::,~*~\,,;(;~~t~~dd~~!~t~~{iJ;W;~;{~(y!,i'IW;jJ~';t);';i;y~iMEB. . ..')',
Volume (vph) 55
Signal Delay 1 Veh (5) 14
Average Speed (mph) 4
Total Travel Time (hr) 0
Distance Traveled (mi) 1
'NB
580
o
25
3
73
41: Harnden Drive & Coronado Drive
", '.''SB ,~>~",\~'<;.;;,::i/i,;i8;.i;:
650
o
25
2
58
04/11/2001
~'-" ,'.- ,"; :-,', ."
r:~~';k:{:Y-X~.~:\,;<~,'~' ~,~~:;~',: ,,~,,;,.
Direction .::,,"C,,; ,--,. "NB SB SE ",,:--,<-:
Volume (vph) 680 80 445
Signal Delay 1 Veh (s) 5 0 14
Average Speed (mph) 16 25 15
Total Travel Time (hr) 2 0 4
Distance Traveled (mi) 37 6 61
42: Ramada Inn & S Gulfview Blvd
Direction "NB SB SE .,;,;NW
Volume (vph) 29 495 659 1019
Signal Delay 1 Veh (s) 20 32 9 9
Average Speed (mph) 3 5 17 13
TotalTravel Time (hr) 0 5 5 5
Distance Traveled (mi) 1 27 83 70
44: Bayway Blvd & S Gulfview Blvd
" ".. ..::if:i/(i;:;;li;:~:NVB;
155
o
30
o
6
.;::"SE:
920
o
25
3
63
Di.rection "'</i
Volume (vph)
Signal Delay 1 Veh (5)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
47: S Gulfview Blvd & Bayway Turn
Direction . .....:;~S~,i:ti::::>Z {;:":;;:i:?k~~Wi;;5~j*~ff&:~i~8~%I;P>:;:i>
Volume (vph) 830
Signal Delay 1 Veh (5) 0
Average Speed (mph) 25
Total Travel Time (hr) 1
Distance Traveled (mi) 29
:, ::,::,\(\lB ' '
856
o
25
3
66
, "'NW"
"--~:':--;"Y_:::'_, .- " .:.'~:;:,:J
835
o
25
1
30
i<;~'/i;if~~;';;\
,::jl{~\~t;j~~i,:~j:'Xi;if~i;;{:,}.;;}fb~{*t~~;~:ii'1m?%i?'i:'-Ji
P;/~/ F
s;:(::_,X~(:;i;:: -::\<';';
(:j~~t::j,~~t~~9f1~1~~~~~1rjt~i;~t1~~)~:~f3K~At9fift,;~!{~%;t;~~sJ1J)~jst?j,;t~};~';:;~;:'~:;;)~jj':-- ':
.','. : \'::\5B; ;;::: .\iA:,
10
53
1
o
o
Clearwater Beach 11: 15 am 02127/2001 Proposed Saturday Design Conditions
dksasstamp-st51
8-20
Synchro 5 Report
Page 5
I
I
r :1
(d;:,;.
[I
~$;I
I}i
;1
L,
[I
II
t"
LI
,.
..
.'"
;,,,
[I
t:.
~
~I
Ii",..,
(I
[I"
}K
m
..
IJI
tl
fl
Detailed Measures of Effectiveness
04/11/2001
48: Bayway Blvd & Bayway Turn
100
o
30
o
4
145 20
1 9
28 5
o 0
8 0
Volume (vph)
Signal Delay 1 Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
53: S Gulfview Blvd & Eyebrow Lot 1 N
Direction ", '.'
Volume (vph)
Signal Delay 1 Veh (s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
;,,:)'i'WB;\
690
o
30
1
22
tit<ti{~NB~il~~1~:;.NW,:j;<;'
560 10
o 0
25 10
1 0
34 0
-;~g_p{ :::;D:@Un;;::fif';J;,:>:.'-{:i:
,;-;>,:;;::.-/<;
,"'r'",';:,-.,
. _ ,.::, ',:/t;,;i,::\;,\~;~:~::\:.:L'
54: Eyebrow Lot 1 S & S Gulfview Blvd
Direction
Volume (vph)
Signal DelayIVeh (5)
Average Speed (mph)
Total Travel,Time(hr)
Distance Traveled (mi)
;"we,
10
12
4
o
o
'" ,,;'$.~B"h>:
540
;;'ti:~': -/;,::;<~^;
;;;" ./SB, ,
690
o
25
25
1
37
42
56: Marriott Seashell Resort & Coronado Drive
Volume
Signal Delay 1 Veh (5)
Average Speed (mph)
Total Travel Time(hr)
Distance Traveled (mi)
35
2
2
6
1
24
2
49
o
25
1
18
57: Eyebrow Lot 2N & S Gulfview Blvd
Volume (vph) 55 625 690
Signal Delay IVeh(s) 14 0 0
Average Speed (mph) 3 25 25
Total Travel Time (hr) 0 1 2
Distance Traveled (mi) 1 35 47
Clearwater Beach 11: 15 am 02127/2001 Proposed Saturday Design Conditions
Synchro 5 Report
Page 6
dksasstamp-st51
8-21
I
I
[I
iI
tJ
l~
L~
rl
k?'::::0
l~
,
fI
rl
L,.,
LI
Li
[t
~
,
,
~
~
t:-
Detailed Measures of Effectiveness
04/11/2001
58: Eyebrow Lot 2S & S Gulfview Blvd
Direction ;;,F';,!/'" t:<'XJ,;<~~;~~*,l:$.;ii;~
Volume (vph)
Signal Delay 1 Veh(s)
Average Speed (mph)
Total Travel Time (hr)
Distance Traveled (mi)
}?~;WB
10
13
4
o
o
NB
600
o
25
2
55
SB'
690
o
25
2
38
Synchro 5 Report
Page 7
Clearwater Beach 11: 15 am 02127/2001 Proposed Saturday Design Conditions
dksasstamp-st51
8-22