TRAFFIC STUDY
TRAFFIC IMPACT ANALYSIS
FOR
WATER'S EDGE MARINA
BOYNTON BEACH, FLORIDA
APRIL 20, 1990
Prepared By:
K.S. ROGERS, CONSULTING ENGINEER, INC.
1495 Forest Hill Boulevard, Suite F
West Palm Beach, FL 33406
(407) 964-7300
(FAX) 969-9717
LIST OF FIGURES
FIGURE 1
LOCATION MAP
FIGURE 2
EXISTING ROADWAY
CONDITIONS
FIGURE 3
PEAK HOUR VOLUMES
APPENDIX
APPENDIX A
CAPACITY AT LEVEL
OF SERVICE "D"
THRESHOLD VOLUMES
APPENDIX B
CAPACITY ANALYSES
INTRODUCTION
This office has been retained to prepare a Traffic Impact
Analysis for proposed revisions to the site plan for the Water's
Edge Marina complex to be constructed on 6.8 acres of land locat-
ed south of the proposed extension of Boynton Beach Boulevard,
east of U. S. lover the Intracoastal Waterway, north of Ocean
Avenue and on the east and west sides of Orange Grove Avenue
(N.E. 6th Street) within the corporate limits of the City of
Boynton Beach, Florida. The original Water's Edge Marina project
was previously approved by the City Council in June, 1987.
This Analysis has further been performed in order to deter-
mine the volume of traffic expected to be added to the roadway
system as a resul t of the approval of this project, the effect
that this traffic will have on the capacity of the roadways in
the area of the project and what roadway improvements, if any,
are necessary as a result of the approval of this project. This
Analysis has also been performed ill accordance with the standards
and criteria as established in the Palm Beach County Traffic
Performance Standards Municipal Implementation Ordinance #90-6
and the 1990 Traffic Performance Standards Code of Palm Beach
County.
Existing traffic counts, which were available from the
Metropolitan Planning Organization and the Palm Beach County
Traffic Division, were used when applicable and these counts were
augmented by twenty-four (24) hou::- machine counts and peak hour
hand counts performed for this office.
SITE INFORMATION
The location map, Figure l, shows the location of this
parcel of land in relation to the area's thoroughfares. The
Water's Edge Marina is a multi-use commercial project. The
latest revised site plan, as prepared by Burns & McDonnell,
Engineers Architects & Consultants, shows the following land uses
proposed for this site:
USE
AREA/SIZE
BOAT STOARGE BUILDING
RETAIL-OFFICE
QUALITY RESTAURANT
RAW BAR
MARINA
35,089 sq. ft.
30,861 sq. ft.
175 seats
1,400 sq. ft.
5l slips
It should be noted that approximately twenty-five percent
(25%) of the total retail area will be presumed to consist of
professional office space.
Access to this site will be provided from Ocean Avenue and
the proposed easterly extension of Boynton Beach Boulevard from
U.S. #1 to this site. The site plan shows that there will be two
driveways onto Ocean Avenue and one driveway onto Boynton Beach
Boulevard (extension). In order to accommodate the proposed
parking, N.E. 6th Street, which presently provides access to the
site, will be abandoned.
EXISTING ROADWAY CONDITIONS
The roads serving a~ direct access to this site are Ocean
Avenue and Boynton Beach Boulevard. Ocean Avenue, adjacent to
the site, is a four lane collector road. Boynton Beach Boule-
vard, in the project study area, presently exists as a five lane
roadway west of U.S. #1. It is proposed to extend Boynton Beach
Boulevard easterly to this site as a three lane road.
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LOCATION MAP
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APR 90
figure
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Figure 2 shows the existing volumes on the roadways in the
study area of this project and the capacity of each segment of
roadway at Level of Service "D".
GENERATION
The generation rates used for this project were based upon
information publ ished in the report, "Trip Generation - Fourth
Edition", Institute of Transportation Engineers, 1987. A summary
of the expected average daily generation is presented below:
GENERATION
USE RATE GENERATION
BOAT STORAGE (220 boats) 3 tpd/boat 660 tpd
RETAIL (23,l45 sq.ft.) l24 tpd/lOOO sq.ft.* 2,870 tpd
,
OFFICE (7,7l6 sq.ft.) 26 tpd/lOOO sq.ft.** 20l tpd
RESTAURANT (75 seats) 2.86 tpd/seat 501 tpd
RAW BAR 0,400 sq.ft.} 200 tpd/lOOO sq. ft. 280 tpd
MARINA (51 slips) 3 tpdl S'L ip l53 tpd
TOTAL 4,665 TPD
*
This generation rate is based upon the following formula:
Ln(T) = 0.65 Ln(x}+5.92
Where X = Total Floor Area in thousand square feet
T = Total Trips
Generation Rate = T/X = 2,870/23.145 = l2~ tpd/lOOO sq.ft.
**
This generation rate is based upon the following ITE formula:
Ln(T) = 0.75 Ln(X) + 3.77
Where X = Total Floor Area in thousand square feet
T = Total Trips
Generation Rate = T/X = 201/7.716 = 26 tpd/lOOO sq. ft.
Thus, as shown above, the total traffic expected to be
generated by this project at full buildout and complete occupancy
is approximately 4,665 trips per day.
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As the Water's Edge Marina is a mixed-use commercial
project, there will be a certain amount of internally generated
traffic which will not exit the project boundaries. In order to
present a realistic estimate of the external traffic generated by
this project, the internal traffic should be subtracted from the
total project traffic.
For the purposes of this Report, an internal - internal
split shall be assumed to be 2% of the total traffic generated.
Thus, the total external average daily traffic expected to be
generated by this proposed project is 4,572 trips per day.
As stated, this project was previously approved in June,
1987. According to the Revised Traffic Impact Analysis for Wa-
ter's Edge Marina, as prepared by K.S. Rogers, Consulting Engi-
neer, Inc. dated November 4, 1986, the total external average
daily traffic was calculated to be 4,796 trips per day. The
comparison of traffic generation between the proposed project and
what was previously approved is shown below:
PREVIOUSLY APPROVED
THIS PETITION
DIFFERENCE
4,796 tpd
(4,572 tpd)
224 tpd
Thus, as shown above, the revisions to the site plan for
this project show that this project will generate approximately
224 trips per day fewer than were previously approved.
EFFECT ON CAPACITY
Section V (B) of the Municipal Implementa'tion Ordinance
states that any project which generates fewer than 501 net trips
shall not be required to meet the standards of the 1990 Traffic
Performance Standards Code.
-4-
Thus, as this project generates fewer than 501 net trips per
day, this project will not be required to meet the 1990 County
Code.
It should be noted that the traffic report submitted with
the original petition, as prepared by this office, was written in
accordance with the standards and criteria established in the
Palm Beach County Traffic Performance Standards Ordinance #81-6
and was reviewed by the Traffic Division of the Palm Beach County
Engineer's Office in cooperation with the City's Planning Depart-
ment. Thus, as this project is not required to meet the 1990
County Code which supercedes the Traffic Performance Standards
Ordinance #8l-6, this project must be reviewed according to the
technical standards provided in Ordinance #8l-6. However, as
this project was previously approved, meeting the standards of
Ordinance #81-6 and, as this proposed project is expected to
generate less traffic than was previously approved, this project
is deemed to meet the standards of approval according to Ordi-
nance #81-6 and can be approved as submitted.
PEAK HOUR
The peak hour volumes generated by this project were calcu-
lated in order to determine what additional site related improve-
ments, if any, wi II be required. The peak hour vol umes were
deterwined to be a percentage of the average daily traffic based
upon generation rate information published in "Trip Generation".
These peak hour volumes were calculated as follows:
-5-
PEAK HOUR
USE % OF ADT GENERATION IN OUT
BOAT STORAGE 0.8 (660) = 53 26 27
RETAIL 0.10 (2870) = 287 138 149
OFFICE 0.15 (20 1 ) = 30 6 24
RESTAURANT 0.077 ( 50 1 ) = 39 27 l2
RAW BAR 0.0991 (280) = 28 15 13
MARINA O.lO (53) = ~ -2 ~
TOTAL 449 212 231
These peak hour turning volumes are shown in Figure 3 .
ROADWAY IMPROVEMENTS
Intersection analyses have been prepared for the intersec-
tions of Boynton Beach Boulevard and Ocean Avenue with US. #1 and
the project driveway entrances with Ocean Avenue. The critical
movement analyses prepared by this office were done according to
the procedures and cr iter ia establ ished in Transportation Re-
search Board Circular 212, 1980 and the 1985 Highway Capacity
Manual. These analyses are shown in Appendix B.
Based upon a review of these analyses, it is concluded that
no additional intersectional improvements will be required.
These analyses did assume that Boynton Beach Boulevard would be
extended from U.S. #1 to the site.
CONCLUSION
This multi-use commercial project is expected to generate an
average of 4,5'12 trips per day at such time that this facility is
fully occupied. l\.s this project generates less than 501 net
trips per day, this project is not required to meet the standards
of the 1990 Traffic Performance Standards Code of Palm Beach
County, according to the Municipal Implementation Ordinance.
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engineer, Inc. PEAK HOUR VOLUMES figure
west palm beach, fl.
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Therefore, as this project was previous 1 y approved meeting the
standards of the Traffic Performance Standards Ordinance #81-6
and, as the revisions to the previously approved site plan are
expected to generate less traffic than was previously approved,
this project is defined to meet the standards of approval accord-
ing to the Traffic Performance Standards Ordinance #81-6 and can
be approved as submitted. In addition, a review of the peak hour
turning volumes reveals that no additional turn lanes are re-
quired as a result of this petition.
-7-
APPENDIX
APPENDIX A
THRESHOLD VOLUMES
LEVEL OF SERVICE "D"
(AVERAGE DAILY TRAFFIC)
ROADWAY TPQ
Two Lane 13, 100
Four Lane Undivided 27,800
Four Lane Divided 30,000
Five Lane Undivided 30,000
Six Lane Divided 46,400
Eight Lane Divided 60,000
Six Lane Freeway 95,000
TRANSPORTATION RESEARCH CENTER
CRITICAL MOVEMENT ANALYSIS
BOYNTON BCH BLVD & US 1
DATE 4/20/90
**********************************
LEVEL OF SERVICE A
SATURATION 41
CRITICAL N/S VOL 481
CRITICAL E/W VOL 190
CRITICAL SUM 671
*************************************
LANE GEOMETRY
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
LANE MOV WIDTH MOV WIDTH MOV WIDTH MOV WIDTH
1 R. . 12.0 R. . 12.0 R. . 12.0 R. . 12.0
2 T. . 12.0 T. . 12.0 T. . 12.0 T. . 12.0
3 T. . 12.0 T. . 12.0 L.. 12.0 L. . l2.0
4 L. . 12.0 L. . 12.0 . . . .
5 . . .
6
NORTHBOUND
TRAFFIC VOLUMES
SOUTHBOUND EASTBOUND
WESTBOUND
LEFT
THRU
RIGHT
361
786
45
49
594
282
364
143
279
40
163
62
NORTHBOUND
SOUTHBOUND
EASTBOUND
WESTBOUND
TRUCKS (%)
5
5
5
5
LOCAL BUSES (*/HR)
o
o
o
o
PEAK HOUR FACTOR
.9
.9
.9
.9
PHASING N/S
E/W
PEDESTRIAN ACTIVITY
CYCLE LENG'rH
:4.
:4.
. 1.
.
. 80
.
BOTH TURNS PROTECTED (WITH OVERLAP)
BOTH TURNS PROTECTED (WITH OVERLAP)
o - 99 (*PEDS/HR)
SECONDS
CRITICAL LANE VOLUMES BY MOVEMENT
THRU -RIGHT
LEFT
NORTHBOUND
481
o
SOUTHBOUND
363
o
EASTBOUND
166
o
WESTBOUND
190
o
LEFT TURN CHECK
I NPUT VOL rJME
ADJUSTED VOL
CAPACITY
-- MOVEMENT
NORTHBOUND
361
o
o
N/A
SOUTHBOUND
49
o
o
N/A
EASTBOUND
364
o
o
N/A
WESTBOUND
40
o
o
N/A
TRANSPORTATION RESEARCH CENTER
CRITICAL MOVEMENT ANALYSIS
OCEAN AVE & US 1
DATE 4/20/90
**********************************
LEVEL OF SERVICE A
SATURATION 39
CRITICAL N/S VOL 572
CRITICAL E/W VOL 72
CRITICAL SUM 644
*************************************
LANE
NORTHBOUND
MOV WIDTH
LANE GEOMETRY
SOUTHBOUND EASTBOUND
MOV WIDTH MOV WIDTH
WESTBOUND
MOV WIDTH
1
2
3
4
5
6
R. .
T. .
T..
L. .
12.0
12.0
12.0
12.0
R. .
T. .
T. .
L. .
12.0
12.0
12.0
12.0
R. .
T. .
L. .
12.0
12.0
12.0
R. .
T. .
L. .
12.0
l2.0
12.0
. . .
NORTHBOUND
TRAFFIC VOLUMES
SOUTHBOUND EASTBOUND
WESTBOUND
NORTHBOUND
SOUTHBOUND
EASTBOUND
WESTBOUND
20
935
140
TRUCKS (%)
5
5
5
5
207
687
38
44
62
31
165
58
229
LEFT
THRU
RIGHT
LOCAL BUSES (#/HR)
o
o
o
o
PEAK HOUR FACTOR
.9
.9
.9
.9
PHASING N/S
E/W
PEDESTRIAN ACTIVITY
CYCLE LENGTH
:4. BOTH TURNS PROTECTED (WITH OVERLAP)
:4. BOTH TURNS PROTECTED (WITH OVERLAP)
1. 0 - 99 (#PEDS/HR)
: 80 SECONDS
CRITICAL LANE VOLUMES BY MOVEMENT
THRU -RIGHT
LEFT
NORTHBOUND
572
o
SOUTHBOUND
420
o
EASTBOUND
72
o
WESTBOUND
67
o
LEFT TURN CHECK
INPUT VOLUME
ADJUSTED VOL
CAPACITY
.- MOVEMENT
NORTHBOUND
20
o
o
N/A
SOUTHBOUND
207
o
o-
N/A
EASTBOUND
44
o
o
N/A
WESTBOUND
l65
o
o
N/A