TRAFFIC STUDY (MAY 2006)
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Trat Tech
ENGINEERING, INC.
May 17,2006
Mr. Hugo Pacanins
RAM Development
5555 Anglers Avenue, Suite 21
Fort Lauderdale, Florida 33312
Re: Sunshine Square Traffic Study
Dear Hugo:
Traf Tech Engineering is pleased to provide you with the results of the traffic study
undertaken for the re-development of the existing retail center located on the southwest
comer of the intersection of Woolbright Road and Federal Highway in the City of
Boynton Beach, Florida. The existing retail center will be re-developed with a mixed-use
project consisting of residential, office, and commercial land uses. It has been a pleasure
serving RAM Development on this project.
incerely,
RAF TECH E~GI7EERING, INC.
l e lUll:. ~
uin E. Vargas, P ., PTOE
e ior Transportatio Engineer
'-- (e IU~
till :rrOb r
8400 North University Drive, Suite 307, Tamarac, Florida 21
Tel: (954) 582-0988 Fax: (954) 582-0989 E-mail: joaquin@t ftech.biz
TABLE OF CONTENTS
INTRODUCTION................................................................................................................1
INVENTORy................ ............................... ..................... ........... ............. ..........................3
Existing Land Uses and Access......................... ........... ............ .... ...........................3
Proposed Land Uses and Access........................ ......... ......... ......... ........................ ...3
EXISTING ROADWAY CONDITIONS ............................................................................5
Roadway System............................................................................ ..........................5
TRIP GENERATION ..........................................................................................................7
TEST 1 AND TEST 2 ..........................................................................................................9
Test 1........................................................................................................................ 9
Access................................................................................................................... .13
Test 2..................................................................................................................... .13
CONCLUSIONS................. .............................................................................................. .15
LIST OF FIGURES
FIGURE 1 - Project Location Map ..... .......... ........ ......................... .................................................2
FIGURE 2 - Radius of Development Influence ................... ................................... ................... ...10
FIGURE 3 - Project Trip Distribution........................................ ................... ................. ............ ...12
FIGURE 4 - Project Driveway Volumes.................... ........................... ......................... ............ ...14
LIST OF TABLES
TABLE 1 - Existing Roadway Conditions .......................................................................... ............6
TABLE 2 - Trip Generation Summary (AM and PM Peak Hours).................................................7
TABLE 3 - Trip Generation Summary (Including Internalization and Passer-By).........................8
TABLE 4 - Significance Test ........................................................................................................11
INTRODUCTION
Sunshine Square is an existing shopping center located on the southwest comer of the
intersection of Woolbright Road and Federal Highway in the City of Boynton Beach,
Florida. The location of the project site is illustrated in Figure 1 on the following page.
The existing shopping center will be replaced with a mixed use development consisting
of retail, office, and residential land uses.
Traf Tech Engineering, Inc. was retained by RAM Development to conduct a traffic
study in connection with the proposed re-development of the subject property. This study
addresses Palm Beach County's Traffic Performance Standards.
The study is divided in five (5) sections, as listed below:
1. Inventory
2. Existing Conditions
3. Trip Generation
4. Test 1 and Test 2
5. Conclusions
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INVENTORY
Existing Land Uses and Access
As indicated previously, the project site consists of commercial land uses totaling
approximately 149,253 square feet of retail space (including a Publix Supermarket). All
existing land uses are currently in use. The access to the existing shopping center
consists of three access driveways off of Woolbright Road and two access driveways on
US 1 (Federal Highway). The westernmost driveway on Woolbright Road is restricted to
right-turns only, the center driveway is controlled by a traffic signal (all movements are
allowed), and the east driveway is a stopped-controlled full-access driveway. Both
access driveways located off of Federal Highway are restricted to right-turns only.
Indirect access is also provided via SE 18th Avenue located immediately south of the
shopping center. A survey of existing conditions of the Sunshine Square retail center is
located in Appendix A.
Proposed Land Uses and Access
The existing shopping center will be replaced with a mixed-use development consisting
of the following land uses:
o 139,604 square feet of retail use
o 10,946 square feet of office space
o 577 Townhomes
The three existing access driveways located on Woolbright Road will be replaced with
two access driveways. The existing westernmost driveway will remain and will be
restricted to eastbound right-turns in only. This driveway will be primarily used by
service vehicles. The existing center signalized intersection will be eliminated. The
existing stopped-controlled full-access east driveway will be replaced with a signalized
3
driveway located approximately midway between the FEC railroad tracks and Federal
Highway. Moreover, the existing Gulf Stream Lumber site located on the northwest
comer of Woolbright Road and Federal Highway is in the process of being re-developed.
Their main driveway off of Woolbright Road will align with the new signalized access
driveway for the Sunshine Square mixed-use development.
The Sunshine Square project is anticipated to be built and occupied by the year 2011. A
copy of the site plan of the proposed mixed-use development is located in Appendix B.
4
EXISTING ROADWAY CONDITIONS
This section addresses the existing roadway system located in the vicinity of the project
site.
Roadway System
The roadway network (within a one-mile radius from the project site) located in the
vicinity of the project site include Woolbright Road, Golf Road, Ocean Drive, SR AlA,
US 1, Seacrest Boulevard, and 1-95. The existing traffic conditions (number oflanes and
peak hour service volumes) of these facilities are presented in Table 1.
5
TABLE 1
Existing Roadway Conditions (2-Mile Radius)
Sunshine Square Mixed-Use Development
Number of Peak Hour
Roadway From To Lanes Service Volume
Woolbright Rd A1A US 1 2L 1,170
US 1 Seacrest Blvd, 4LD 3,110
Seacrest Blvd. 1-95 4LD 3,110
1-95 Congress Ave. 4LD 3,110
Golf Road US 1 Seacrest Blvd. 2L 1,170
Ocean Drive A1A US 1 2L 1,170
US 1 Seacrest Blvd 2L 1,170
SR A1A South Woolbright Rd 2L 1,170
Woolbright Rd Ocean Dr 2L 1,170
US 1 South Golf Rd 4LD 3,110
Golf Rd Woolbright Rd 4LD 3,110
Woolbright Rd Ocean Dr 4LD 3,110
Ocean Dr Boynton Beach 4LD 3,110
Seacrest Blvd Golf Rd Woolbright Rd 4LU 2,330
Woolbright Rd Ocean Dr 4LU 2,330
1-95 South Woolbright Rd 6LE 9,840
Woolbright Rd North 6LE 9,840
Source: Palm Beach County
TRIP GENERATION
The trip generation for the project was based on Palm Beach County's Trip Generation
Rates. Table 2 summarizes the trip generation associated with the existing and proposed
land uses for the project.
TABLE 2
Trip Generation Summary - AM and (PM) Peak Hours
Sunshine Square
Daily Peak Hour Trips
Land Use Size Trips Inbound Outbound Total
EXISTING DEVELOPMENT
Retail 149,253 SF 8,722 94 (391) 60 (424) 154 (815)
PROPOSED DEVELOPMENT
Retail 139,604 SF 8,357 88 (375) 56 (406) 144 (780)
Office 10,946 SF 243 28 (6) 4 (30) 32 (37)
Residential 576 TH 4,032 36 (170) 174 (83) 210 (253)
Total 12,632 151 (550) 234 (520) 385 (1,070)
DIFFERENCE
+3,910 +57 (+159) +174 (+96) +231 (+255)
Source: Palm Beach County. LEGEND: AM (PM)
As indicated in Table 2, the proposed redevelopment of the existing Sunshine Square
commercial development is anticipated to generate approximately 3,910additional daily
trips, approximately 231 new AM peak hour trips, and approximately 255 new trips
during the typical afternoon peak hour. Since the proposed mixed-use project is
anticipated to generate almost three times more trips during the PM peak hour and the
difference in trips between the existing and proposed land uses generate more gross trips
during the PM peak hour, the PM peak hour was selected for purposes of this traffic
study.
Since the proposed Sunshine Square project is a mixed-use development, a certain
portion of the project traffic will remain within the compounds of the site (internal trips).
According to ITE's Trip Generation Handbook (Second Edition), approximately 17
percent of the project traffic will not impact the nearby transportation network during the
PM peak hour. Moreover, the retail space will attract traffic that is already passing-by
7
the project and therefore, will reduce the traffic impacts generated by the project.
According to Palm Beach County, approximately 40% of the traffic generated by the
retail land use is associated with traffic that is already "passing by" the site. The internal
capture and passer-by calculations are contained in Appendix C. Table 3 presents the trip
generation summary including internalization and passer-by traffic. As shown in Table 3,
the external trips generated by the proposed mixed-use development consists of
approximately 610 PM peak hour trips (324 inbound and 286 outbound). Moreover, the
net new trips (proposed minus existing) added to the transportation network consists of
1,787 daily trips and 121 PM peak hour trips (89 inbound and 32 outbound). However,
for purposes of evaluating the Traffic Performance Standards, the 74 PM peak hour trips
were used due to the re-development of the existing shopping center.
TABLE 3
Trip Generation Summary (PM Peak Hour)
Includinl Internalization and Passer-by Traffic
Daily Peak Hour Trips
Land Use Trips Inbound Outbound Total
EXISTING DEVELOPMENT
Retail 8,722 391 424 815
Passer-By -326 -156 -170 -326
Net Trips 8,396 235 254 489
110% for Redevelopment 9,236 258 279 537
PROPOSED DEVELOPMENT
Mixed-Use 12,632 550 520 1,070
Internal -2,173 -92 -92 -184
Passer-By -276 -134 -142 -276
Net Trips 10,183 324 286 610
DIFFERENCE
Net Trips +947 +66 +7 +73
Source: Palm Beach County and ITE.
8
TEST 1 AND TEST 2
Test 1
As indicated in Table 3 - Trip Generation Summary (PM Peak Hour), the proposed
mixed-use project is anticipated to add approximately 73 new PM peak hour trips to the
surrounding transportation network. Based on Palm Beach County's Article 12 - Traffic
Performance Standards Table 12.B.2.D-7 3A Test One - Maximum Radius of
Development Influence, 73 new peak hour trips require a study area of 1.0 miles. The
1.0-mile radius of development influence is graphically depicted in Figure 2. The
roadway links located within 1.0 miles of the project site were evaluated to determine the
project's traffic impact in order to assess if the two-way peak hour project trips are
greater than or equal to 1.0% of the adopted maximum service volume. This analysis is
presented in Table 4. The trip distribution assumed for the project, as presented in Table
4, is graphically illustrated in Figure 3.
As shown in Table 4, the Sunshine Square mixed-use development is not anticipated to
significantly impact any roadway link located within 1.0 miles from the project site.
Therefore, the project passes Test 1 of Palm Beach County's Traffic Performance
Standards.
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TABLE 4
Project Signifcance Test
Sunshine Square Mixed-Use Development
Number of Peak Hour Project Traffic % Project
Roadwav From To Lanes Service Volume % Volume ImDact
Woolbright Rd A1A US 1 2L 1,170 10% 7 0.6%
US 1 Seacrest Blvd. 4LD 3,110 35% 26 0.8%
Sea crest Blvd. 1-95 4LD 3,110 20% 15 0.5%
1-95 ConQress Ave. 4LD 3,110 10% 7 0,2%
Golf Road US 1 Seacrest Blvd. 2L 1,170 3% 2 0.2%
Ocean Drive A1A US 1 2L 1,170 2% 1 0.1%
US 1 Seacrest Blvd 2L 1,170 0% 0 0.0%
SR A1A South Woolbright Rd 2L 1,170 6% 4 0.4%
Woolbright Rd Ocean Dr 2L 1,170 4% 3 0.2%
US 1 South Golf Rd 4LD 3,110 22% 16 0.5%
Golf Rd Woolbright Rd 4LD 3,110 25% 18 0.6%
Woolbright Rd Ocean Dr 4LD 3,110 30% 22 0.7%
Ocean Dr Boynton Beach 4LD 3,110 28% 20 0.7%
Seacrest Blvd Golf Rd Woolbright Rd 4LU 2,330 8% 6 0.3%
WoolbriQht Rd Ocean Dr 4LU 2,330 7% 5 0.2%
1-95 South Woolbright Rd 6LE 9,840 6% 4 0.0%
Woolbright Rd North 6LE 9,840 4% 3 0,0%
Source: Palm Beach County and Traf Tech Engmeenng, Inc.
8
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Access
As indicated previously, the project will have two access driveways on Woolbright Road
and two off of US 1. The main access driveway off of Woolbright Road is anticipated to
be signalized. The southernmost driveway on US 1 will allow left and right-turns
inbound and will be restricted to right-turns out only. Figure 4 documents the project
traffic on the four access driveways. The volumes depicted in the figure represent PM
peak hour conditions.
Capacity analyses were conducted for the two main access driveways of the project. The
driveway level-of-service analyses were undertaken using the latest version (5.2) of the
Highway Capacity Software (HCS). The results of this effort indicate that the two major
project access driveways are projected to operate at acceptable levels of services at
project buildout (year 2011). Appendix D contains the traffic counts, peak season
adjustment factors, and growth rates used to develop the turning movement volumes for
the two main project driveways. Appendix E provides results of the driveway analyses
using the Highway Capacity Software.
Test 2
A Test 2 evaluation was performed for the project based on the number of new daily trips
anticipated to be generated by the proposed mixed-use development. Since the project is
anticipated to generate approximately 947 new daily trips, the radius of development
influence for the Test 2 analysis would address the first accessed major thoroughfare.
Pursuant to Palm Beach County's Test 2 Roadway Network Deficiency Map, the first
accessed major thoroughfares are not projected to be overcapacity. Therefore, the project
meets the criteria for Test 2, as defined in Palm Beach County's Article 12 - Traffic
Performance Standards.
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CONCLUSIONS
Sunshine Square is an existing shopping center located on the southwest comer of the
intersection of Woolbright Road and Federal Highway in the City of Boynton Beach.
The existing shopping center will be replaced with a mixed use development consisting
of retail, office, and residential land uses.
The proposed redevelopment of the project site will result in approximately 947 new
daily trips and approximately 73 new trips during the PM peak hour. Due to the low
number of new trips generated by the project, no roadway link is significantly impacted
by the proposed re-development. Therefore, the proposed re-development of the existing
Sunshine Square retail center passes both Test 1 and Test 2 of Palm Beach County's
Traffic Performance Standards.
15
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FOR: RAM DEVELOPMENT
BOUNDARY SURVEY
cAmERA6....(;ESS,'~
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Appendix B
Site Plan (Proposed Mixed-Use Development)
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Appendix D
Traffic Counts, Peak Season Adjustment Factors, Growth Rates
CLIENT TRAF TECH
JOB No 2006-021
PROJECT SUNSHINE SQUARE
COUNTY PALM BEACH
CROSSROADS ENGINEERING DATA INC
13284 SW 120TH STREET
MIAMI. FLORIDA 33186
PH 305-233-3997 FAX, 305-233-7720
File Name
Site Code
Start Date
Page No
FEDIM:>L
00000000
05/03/2006
3
Start T,me R'9h
, ntersectJon
lolume 114 0 815 104 273 167 0 544 58 814 402 0 1274 222 312 191 0 725 3358
Percent 140 00 191 502 30 7 00 46 639 31 6 00 306 430 263 00
05 15 29 166 31 0 226 38 73 48 0 159 6 237 104 0 347 62 78 48 0 188 920
Volume
Peak 0913
Factor
"'9h In! 05 15 PM 0515 PM 0515 PM 0530 PM
Volume 29 166 31 0 226 38 73 48 0 159 6 237 104 0 347 60 77 58 0 195
Peak 0902 0855 0918 0929
Factor
Out
~
119
:r
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-'"
;?- -'
~:J North
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-~ Nn
AUTO
6"" 0", HEAVY VEHICLES
'0
'"
n.
i
CUENT : TRAF TECH
JOB No, : 2006-021
PROJECT: SUNSHINE SQUARE
COUNTY: PALM BEACH
CROSSROADS ENGINEERING DATA INC
13284 SW 120TH STREET
MIAMI, FLORIDA 33186
PH: 305-233-3997 FAX: 305-233-7720
File Name : FEDV\OL
Site Code : 00000000
Start Date : 05/0312006
Page No : 2
128 0 1285 61 182 121 0 364 74 368 248 0 690 512 385 167 0 1064 3403
100 0,0 16,8 50,0 33,2 0,0 10,7 53,3 35,9 0,0 48,1 36,2 15,7 0,0
48 254 42 0 344 20 41 34 0 95 27 95 78 0 200 138 99 48 0 285 924
0,921
07:45 AM 08:00 AM 08:00 AM 08:00 AM
32 299 38 0 369 20 41 34 0 95 27 95 78 0 200 138 99 48 0 285
0,871 0,958 0,863 0,933
128 0
Left Peds
4
-~ ~~-1
co", T
-", ~'"
{:.~ ...J
'" North
... ~~~
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<:0
-~ 7:30:00 AM
N_
~.c: 8:15:00 AM
-~ "'n
AUTO
6'" 0.. HEAVY VEHICLES
'C
'"
a..
i rt
Ri hI Peds
74 0
690 ~
In Total
FEDERAL HWY
CLIENT : TRAF TECH
JOB No. : 2006-021
PROJECT: SUNSHINE SQUARE
COUNTY: PALM BEACH
CROSSROADS ENGINEERING DATA INC
13284 SW 120TH STREET
MIAMI, FLORIDA 33186
PH: 305-233-3997 FAX: 305-233-7720
File Name : FED\MJL
Site Code : 00000000
Start Date : 05103/2006
Page No : 1
Start Time Right Peds Right Peds Right
Factor 1,0 1,0 1,0 1,0 1,0
07:00 AM 28 0 5 0 12
07:15 AM 32 0 24 0 21
07:30 AM 44 0 11 0 17
07:45 AM 32 0 18 0 18
Total 136 0 58 0 68
Peds Right
1,0 1,0
o 41
o 69
o 152
o 142
o 404
Int.
Total
Peds
1,0
o
o
o
o
o
444
542
786
920
2692
08:00 AM 48 254 42 0 20 41 34 0 27 95 78 0 138 99 48 0 924
08:15 AM 44 243 28 0 12 50 31 0 12 83 50 0 80 94 46 0 773
08:30 AM 31 162 22 0 15 55 17 0 22 110 76 0 87 70 43 0 710
08:45 AM 30 146 30 0 13 64 24 0 20 98 62 0 65 82 43 0 677
Total 153 805 122 0 60 210 106 0 81 386 266 0 370 345 180 0 3084
... BREAK ...
04:00 PM 18 121 36 0 24 80 37 0 17 189 110 0 52 70 37 0 791
04:15 PM 31 114 19 0 29 58 27 0 18 155 73 0 58 80 38 0 700
04,30 PM 32 111 24 0 22 61 32 0 19 183 78 0 69 60 38 0 729
04:45 PM 31 121 25 0 22 75 41 0 15 153 77 0 62 78 39 0 739
Total 112 467 104 0 97 274 137 0 69 680 338 0 241 288 152 0 2959
05:00 PM 27 160 27 0 20 60 45 0 22 199 116 0 47 65 45 0 833
05:15 PM 29 166 31 0 38 73 48 0 6 237 104 0 62 78 48 0 920
05:30 PM 28 118 24 0 21 66 36 0 17 209 104 0 60 77 58 0 818
05:45 PM 35 138 32 0 25 74 38 0 13 169 78 0 53 92 40 0 787
Total 119 582 114 0 104 273 167 0 58 814 402 0 222 312 191 0 3358
Grand Total
Apprch %
Total %
520
14,6
4,3
2630
73,6
217
421
11,8
3,5
o,~ I
0,0
319
18.4
2,6
919
53,0
7,6
496
28,6
4,1
o~ I
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276
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2199
59,3
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1233
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1237
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0,0
12093
Print Date: \1 a) I 7 2006 Florida Department of Transportation
Transportation Statistics Office
2004 Peak Season Factor Category Report
CEN.-W OF USI TO SR7 'tOCF 0,96
Category: 930] Week Dates SF PSCF
01/012004 - 0 J /03/2004 0.82 0.85
2 OJ /042004 - 01/1 0/2004 0.93 0,97
3 01/112004 - OJi172004 1.04 1.08
4 OJ '182004 - 01/24'2004 1.03 1.07
5 01/25/2004 - 0 J /3 I '2004 1.01 1.05
6 02/0 I /2004 - 02/07 '2004 1.00 1.04
7 02/08/2004 - 02/14/'2004 0,99 1.03
8 02/ J 5 12004 - 02/212004 0.98 1.02
9 02/22/2004 - 02/28/2004 0.97 1.0 J
10 02/2912004 - 03/06/2004 0.97 1.0 J
II 03/072004 - 03iJ 3'2004 0.97 1.01
12 031]4/2004 - 03/20/2004 0.97 1.0 J
13 03/21 '2004 - 03/27'2004 0.97 1.01
14 03/28/2004 - 04/03-2004 0.97 1.01
15 04/042004 - 04' I 0 '2004 0.97 1.0 J
16 04iJ J /2004 - 04/] 7'2004 0.98 1.02
17 04/ J 8/2004 - 04/24/2004 0,99 1.03
18 04/25/2004 - 05/0 J 12004 1.00 1.04
19 05/02/2004 - 05/08/2004 1.01 1.05
20 05/09'2004 - 05/15 '2004 1.02 1.06
2J 05/16/2004 - 05'2212004 1.02 1.06
..,.., OS/2312004 - OS/292004 1.02 1.06
..,~ 05/30/2004 - 06/052004 1.03 1.07
--'
24 06/06/2004 - 06/12'2004 1.03 1.07
25 06iJ 3/2004 - 06/19/2004 1.03 1.07
26 06/20/2004 - 06/26'2004 1.04 1.08
27 06/27/2004 - 07/03/2004 1.05 1.09
28 07/0412004 - 07/10/2004 1.06 1.10
29 071112004 - 07/ J 7 '2004 1.07 I. J I
30 07/18/2004 - 07/242004 1.06 1.10
31 07/25/2004 - 07/3 J '2004 1.06 1.10
~.., 08/0 I 12004 - 08/0712004 1.05 1.09
-'-
33 08/08/2004 - 08/1412004 1.04 1.08
34 08/ J 5'2004 - 08/21/2004 1.04 1.08
35 08/22/2004 - 08/28,'2004 1.08 1.13
36 08/29/2004 - 09/04/2004 1.12 1.17
37 09/05 '2004 - 09/1 1'2004 1.16 1.21
38 09/122004 - 09118,2004 1.20 1.25
39 09119'2004 - 09125/2004 I. 15 1.20
40 09/26,2004 - ] 0/02/2004 1.10 1.15
* 41 10/03,2004 - ] 0109/2004 1.05 1.09
* 42 I Oil 0/2004 - 10/1 6/2004 1.00 1.04
* 43 10/17/2004 - 10/2312004 1.00 1.04
* 44 10/24/2004 - 10/30/2004 0,99 1.03
* 45 J 0/3 I '2004 - 1 J /062004 0,98 1.02
* 46 1 J /07 '2004 - J Ii 13'2004 0.98 1.02
* 47 I J / 14 '2004 - ] 1/20/2004 0.97 1.0 J
* 48 11/2 J '2004 - 11/27/2004 0.93 0.97
* 49 1 J /28/2004 - J 2/04 '2004 0.90 0,94
* 50 J 2/05 '2004 - J 2/11 '2004 0.86 0.90
* 5 ] J 2/1 2/2004 - 12/l 8/2004 0.82 0.85
* 52 12/[9/2004 - J 2/25'2004 0,93 0.97
* 53 12/262004 - 12/3 12004 1.04 1.08
'\ote: "0" indicates peak season \\cek
Page
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Short Report
Page 1 of2
SHORT REPORT
General Information Site Information
Analyst Vargas Intersection Woolbright/Main Driveway
Agency or Co. Traf Tech Engineering, Inc. Area Type All other areas
Date Performed 5/15/2006 Jurisdiction Boynton Beach
Time Period f> M 'Pe~ f:. !'CI+c,1 w 1 fl'~l~Cr Analysis Year CC> \ \
Volume and Timina Input oJ
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Number of Lanes 1 2 1 1 2 0 0 1 1 0 1 1
Lane Group L T R L TR LT R LT R
Volume (vph) 180 802 155 82 959 18 150 0 198 46 0 142
% Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 0
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0,90 0.90 0.90 0.90
Pretimed/Actuated (P/A) A A A A A A A A A A A A
Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2,0 2,0 2.0 2.0
Extension of Effective 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
IGreen
Arrival Type 3 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3,0 3.0 3.0
Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 12.0 12,0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/Hour
Bus Stops/Hour 0 0 0 0 0 0 0 0 0
Minimum Pedestrian Time 3.2 3.2 3.2 3.2
PhasinQ Excl. Left EW Perm 03 04 NS Perm 06 07 08
Timing G = 15,0 G = 75.0 G= G= G = 30,0 G= G= G=
Y= 6 Y= 6 Y= Y= Y= 5 Y= Y= Y=
Duration of Analysis (hrs ) - 0.25 Cycle Lenoth C = 137.0
Lane GrouD Capacity, Control Delay, and LOS Determination
EB WB NB S8
Adjusted Flow Rate 200 891 172 91 1086 167 220 51
Lane Group Capacity 389 1981 884 461 1975 286 354 235
v/c Ratio 0.51 0.45 0,19 0.20 0.55 0.58 0.62 0.22
Green Ratio 0.70 0.55 0,55 0.70 0.55 0.22 0.22 0.22
Uniform Delay d1 11.9 18.6 15.7 8.5 20.1 47,9 48.4 43.9
Delay Factor k 0.12 0.11 0.11 0,11 0.15 0.18 0.20 0.11
Incremental Delay d2 1,2 0.2 0.1 0,2 0.3 3,0 3.4 0.5
PF Factor 1.000 1.000 1.000 1,000 1.000 1.000 1. 000 1. 000
Control Delay 13,1 18.8 15.8 8.7 20.4 51.0 51.7 44.3
Lane Group LOS B B B A C D D D
Approach Delay 17.5 19.5 51.4 46,5
file://C:\Documents and Settings\Owner\Local Settings\Temp\s2k35.tmp
5/17/2006
Short Report
Page 2 of2
A roach LOS
Intersection Delay
B
24.6
B D
Intersection LOS
D
C
Copyright 10 2005 University of Florida. All Rights Reserved
HCS+™ Version 5,2
Generated: 5/17/2006 8:12 AM
file:/ /C: \Documents and Settings\Owner\Local Settings\ Temp \s2k3 5. tmp
5/17/2006
Back -of-Queue Worksheet
Page 1 of 1
BACK-OF-QUEUE WORKSHEET
General Information
Project Description
A veraae Back of Queue
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Lane Group L T R L TR LT R LT R
Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Flow Rate/Lane Group 200 891 172 91 1086 167 220 51 158
Satflow/Lane 555 1900 1615 657 1894 1308 1615 1072 1615
Capacity/Lane Group 389 1981 884 461 1975 286 354 235 354
Flow Ratio 0.4 0.2 0.1 0.1 0,3 0.1 0.1 0.0 0.1
v/c Ratio 0.51 0.45 0,19 0.20 0.55 0.58 0.62 0.22 0.45
I Factor 1.000 1. 000 1.000 1.000 1.000 1.000 1,000 1,000 1.000
Arrival Type 3 3 3 3 3 3 3 3 3
Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Q1 2.4 10.7 3.3 1.1 14.0 5.7 7.6 1.6 5.2
kB 0.5 0.9 0.8 0.6 0.9 0.4 0.5 0.4 0.5
Q2 0.5 0.7 0,2 0.1 1.1 0.6 0.7 0.1 0.4
Q Average 2.9 11.4 3.5 1.2 15.1 6.3 8.3 1.7 5.6
Percentile Back of Queue (95th percentile)
fB% 2.0 1.8 2.0 2.1 1.8 1.9 1.9 2.0 1.9
Back of Queue 5.9 20.7 7.0 2.5 26.6 12.0 15.6 3.5 10.8
Queue Storage Ratio
Queue Spacing 25.0 25.0 25,0 25.0 25.0 25.0 25,0 25.0 25.0
Queue Storage 0 0 0 0 0 0 0 0 0
Average Queue Storage
Ratio I
95% Queue Storage Ratio
Copyright @ 2005 University of Florida, All Rights Reserved
HCS+™ Version 5.2
Generated: 5/17/2006 8:13 AM
file:/ /C: \Documents and Settings\Owner\Local Settings\ T emp\s2k28. tmp
5/17/2006
Two-Way Stop Control
Page 1 of2
TWO-WA Y STOP CONTROL SUMMARY
enerallnformation Site Information
nalyst Varaas Intersection US 1/SE 18th Ave
~gency/Co. Traf Tech Engineering, lJurisdiction Bovnton Beach
Inc.
Date Performed 5/16/2006 ",nalysis Year 2011
~nalysis Time Period PM Peak Hour
Proiect Description
EastlWest Street: SE 18th Avenue/Drivewav North/South Street: US 1
Intersection Orientation: North-South Study Period (hrs): 0.25
!Vehicle Volumes and Adjustments
Major Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume (veh/h) 100 1399 1183 5
Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Hourly Flow Rate, HFR 0 0 21 0 0 0
veh/h)
Percent Heavy Vehicles 3 -- -- 0 - -
Median Type Raised curb
RT Channelized 0 0
Lanes 1 2 0 0 2 0
Configuration L T T TR
Upstream Sienal 0 0
Minor Street Eastbound Westbound
Movement 7 8 9 10 11 12
L T R L T R
Volume (veh/h) 20
Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Hourly Flow Rate, HFR 0 1245 5 105 1472 0
veh/h)
Percent Heavy Vehicles 0 0 3 0 0 0
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 0 0 1 0 0 0
ConfiQuration R
Delav. Queue Lenath and Level of Service
Approach Northbound Southbound Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L R
~ (veh/h) 105 21
C (m) (veh/h) 547 425
v/c 0.19 0,05
95% queue length 0.70 0.16
Control Delay (s/veh) 13.1 13.9
LOS B B
file://C :\Documents and Settings\Owner\Local Settings\ T emp\u2k2D .tmp
5/16/2006
Two-Way Stop Control
~PProaCh Delay
s/veh)
pproach LOS
Copyright @ 2005 University of Florida, All Rights Reserved
Page 2 of2
13.9
B
HCS+™ Version 5,2
file://C:\Documents and Settings\Owner\Local Settings\Temp\u2k2D.tmp
Generated: 5/16/2006 9:44 AM
5/16/2006