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TRAFFIC IMP ACT A.~AL YSIS FOR
CONCURRENCY APPLICATION REVIEW
RESIDENCE INN
CAPE CANAVERAL, FLORIDA
Prepared for:
AlA ACQ Group
3225 North Atlantic Avenue
Cocoa Beach, Florida 32931
Prepared by:
Traffic Planning and Design, Inc.
535 Versailles Drive, Suite 200
Orlando, Florida 32751
October 2004
TPD N2 2755
PROFESSIONAL ENGINEERING CERTIFICATE
I hereby certify that I am a registered professional engineer in the State of Florida practicing with
Traffic Planning and Design, Inc., a corporation authorized to operate as an engineering business,
EB-3702, by the State of Florida Department of Professional Regulation, Board of Professional
Engineers, and that I have prepared or approved the evaluation, findings, opinions, conclusions, or
technical advice hereby reported for
PROJECT: Residence Inn
LOCATION: Cape Canaveral, Florida
CLIENT: AIAACQ Group
I acknowledge that the procedures and references used to develop the results contained in this
report are standard to the professional practice of transportation engineering as applied through
professional judgment and experience.
SIGNATURE:
NAME:
P.E. NUMBER: 20400
DATE: October 18, 2004
TABLE OF CONTNTS
Page
INTRODUCTION ............................................ ............... ..................................................... 1
PROPOSED DEVELOPMENT AND TRIP GENERATION ............................................. 4
Trip Generation
Trip Distribution! Assigrunent
TRAFFIC IMP ACT ANALySIS............................................................................ .............. 8
Roadway Segment Analysis
Intersection Analysis
STUDY CONCLUSIONS ............................... ..................................................................... 12
APPENDICES ......... ...................... ............... ......................................................................... 13
A - Existing P.M. Peak: Hour Counts & Intersection Geometry
B - Capacity Analysis Worksheets
INTRODUCTION
This analysis was conducted in order to assess the impacts on the City's roadway network of a
proposed Residence Inn all-suites hotel in Cape Canaveral, Florida. The hotel will consist of 150
rooms. Figure 1 depicts the site location.
All ten of Cape Canaveral's traffic count stations were included in the traffic analysis. Table 1
summarizes the total peak season peak hour trips (consisting of existing and vested trips) and the
corresponding Level of Service for each of the City's ten count stations. As can be seen from the
table, all of the roadway segments represented by the ten count stations have excess traffic capacity
to accommodate additional trips.
Traffic Planning and Design, Inc. (2004) Traffic Impact Analysis for Concurrency Application Review
TPD #2755 Residence Inn
Cape Canaveral, Florida
Page J
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Residence Inn, N Site Location Map Traffic Planning and
t Design, Inc.
Cape Canaveral =~ 2755 FIGURE: 1 535 Ver-iailles Dr. ;;200 :\1aitiarxl, FL 32751
Phone: (4Qi) 628~9955 Fax: (407) 62&.8&50
TABLE 1
ROAD\V A Y CAPACITY ANAL YSIS
ANNUAL PEAK SEASON AVERAGE P.M. PEAK HOUR
LOS WI
Station Existing Vested
No LOS Tri s
SRAIA NB SB NB SB NB SB
North City Limits to Central Blvd 1 1,254 1,373 95 179 1,349 1,552 2,060 508 A A
Central Blvd to North Atlantic Ave 2 1,408 1,630 68 43 1,476 1,673 2,060 387 A A
North Atlantic Ave to Center St 3 1,045 1,341 176 120 1,221 1,461 2,060 599 A A
Center St to McKinley St 4 1,409 1,670 224 175 1,633 1,845 2,060 215 A A
NORTH ATLANTIC A VENUE NB SB NB SB NB SB
George King Blvd to Central Blvd 5 330 420 222 157 552 577 810 233 C D
Central Blvd to SR AlA 6 329 455 158 119 487 574 810 236 C D
CENTRAL BOULEVARD EB WB EB WB EB WB
SR AlA to North Atlantic Ave 7 298 162 69 51 367 213 810 443 C C
North Atlantic Ave to Ridgewood Ave 8 119 89 18 28 137 117 810 673 C C
RIDGEWOOD A VENUE NB SB NB SB NB SB
Central Blvd to Madison Ave 9 93 81 21 16 114 97 810 696 C C
Madison Ave to Buchanan Ave 10 131 136 26 16 157 152 810 653 C C
Source: City of Cape Canaveral, CMS 2003 Transportation Conditions Update, July 2003
Traffic Planning and Design, Inc. (2004) Traffic Impact Analysis for Concurrency Application Review
TPD .N'! 2755 Residence Inn
Cape Canaveral, Florida
Page 3
PROPOSED DEVELOPMENT AND TRIP GENERATION
The proposed development is for a ISO-room Residence fun all-suites hotel. To determine the
impact oftp.is development on the City's roadways, an analysis of its trip generation characteristics
was made. This included the determination of the trips to be generated and the distribution!
assignment of these trips to the area roadways.
'Trip Generation
'The trip generation for the proposed development was calculated using ITE trip generation 1 data as
summarized in Table 2. As can be seen, the proposed development will generate a total daily traffic
volume of 936 vehicles with a P.M. peak hour volume of 83 vehicles.
Trip Distribution! Assignment
To assign the P.M. peak hour trips generated by the proposed development to the City's traffic count
stations/road segments, the distribution pattern presented in Figure 2 was used. This distribution was
developed with the use of the FSUTMS/Brevard County Model. With this distribution, the proj ect' s
P .1\1. peak hour t.-rips were assigned to the area roadways as shown in Figure 3.
1 Institute of Transportation Engineers, Trip Generation Report, 7th Edition, 2003.
Traffic Planning and Design, Inc. (2004) Traffic Impact Analysis for Concurrency Application Review
TPD ](!! 2755 Residence Inn
Cape Canaveral, Florida
Page 4
TABLE 2
TRIP GENERATION CALCULATION SUMMARY
Room I I
I I
Exit Total
All-Suites Hotel 311 150 Rooms 936 35 48 83
Traffic Planning and Design, Inc. (2004) Traffic Impact Analysis for Concurrency Application Review
TPD .NI! 2755 Residence Inn
Cape Canaveral, Florida
Page 5
BREVARD COUNTY MODEL
Project Percent Trip Distribution
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FIGURE
PERCENT PROJECT TRIP DISTRIBUTION 2
1lS ~ D<.12OO MtitWld. Fl3Z751
Plio"" (407) 628-mS Fu: (407) 628-8850
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Residence Inn, N Project Trip Assignment Traffic Planning and
f P.l\1. Peak Hour Design, inc.
Cape Canaveral ~=g 2755 FIGURE: 3 535 Versailles Dr_ #200 Maitland. FL 3275l
Phone: (-401) 628-9955 Fax: (407) 62s..8850
TRAFFIC IMPACT ANALYSIS
The traffic impact analysis was conducted for the City's ten count stations and the closest signalized
intersection. In the analysis, existing trips were combined with vested and project trips to obtain
total trips.
Roadway Segment Analysis
The analysis of traffic conditions at the City's ten count stations/roadway segments was conducted
for the peak season P.M. peak hour with the addition ofproject traffic as shown in Table 3. Shown
in the table are P.M. peak hour trips (existing, vested and project), LOS E capacities, excess capacity
and projected LOS for roadway segments represented by the ten count stations.
As can be seen, all of the traffic count stations can accommodate the traffic generation of the
proposed development without exceeding the capacity of the respective roadway segments.
Satisfactory Levels of Service will continue to prevail on these roadway segments with excess
capacity available for future development in the City.
Intersection Analysis
The projected P.M. peak hour counts at the Site Entrance and at SR AlNCentral Boulevard are
shown in Figure 4. This figure shows the existing as well as the vested and project trips. The
existing P.M. peak hour traffic volumes at SR AlA and Central Boulevard along with the
intersection geometry are included in Appendix A.
Traffic Planning and Design, Inc. (2004) Traffic Impact Analysis for Concurrency Application Review
TPD Xl! 2755 Residence Inn
Cape Canaveral, Florida
Page 8
TABLE 3
TRAFFIC IMPACT ANALYSIS -AVERAGE P.M. PEAK HOUR
(ANNUAL PEAK SEASON)
Existing
+
Station Vested Projected
N2 Tri s LOS
SRAIA NB SB NB SB NB SB
North City Limits to Central Blvd 1 1,349 1,552 20* 22* 1,369 1,574 2,060 486 A
Central Blvd to North Atlantic Ave 2 1,476 1,673 12 10 1,488 1,683 2,060 377 A
North Atlantic Ave to Center St 3 1,221 1,461 12 10 1,233 1,471 2,060 589 A
Center St to McKinley St 4 1,633 1,845 11 8 1,644 1,853 2,060 207 A
NORTH ATLANTIC A VENUE NB SB NB .sB NB SB
George King Blvd to Central Blvd 5 552 577 0 0 552 577 810 233 D
Central Blvd to SR AlA 6 487 574 0 0 487 574 810 236 D
CENTRAL BOULEVARD f:B WB EB WB EB WB
SR AlA to North Atlantic Ave 7 367 213 3 2 370 215 810 440 C
North Atlantic Ave to Ridgewood Ave 8 137 117 3 2 140 119 810 670 C
RlDGEWOOD AVENUE ~B SB NB SB NB SB
Central Blvd to Madison Ave 9 114 97 0 0 114 97 810 696 C
Madison Ave to Buchanan Ave 10 157 152 0 0 157 152 810 653 C
* Weighted Average
Trame Planning and Design, Inc. (2004) Traffic Impact Analysisfor Concurrency Application Review
TPD X!! 2755 Residence Inn
Cape Canaveral, Florida
Page 9
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cr.i ...- VESTED TRAFFIC
0. EXISTING TRAFFIC
Residence Inn, N Projected P.M. Peak Hour Traffic Planning and
& Traffic Volumes Design, Inc.
Cape Canaveral ~ =~ 2755 FIGURE: 4 535 Versailles Dr. #200. !vfaitland. FL 3275i
Phone: (407)628-9955 Fa'\.: (407) 628-8850
To detem1ine the projected Level of Service at the intersections ofSR AlA with Central Boulevard
and Site Entrance, a capacity analysis was conducted in accordance with the procedures ofthe 2000
Highway Capacity Manual. The results of this analysis as included in Appendix B indicate the
following Level of Service for projected traffic conditions:
SR AlA & Central Blvd Signal 13.4 B
SR AlA & Site Entrance STOP 13.6/29.0 B/C*
* Major Street/Minor Street LOS
Traffic Planning and Design, Inc. (2004) Traffic Impact Analysis for COnCUlTency Application Review
TPD X!! 2755 Residence Inn
Cape Canaveral, Florida
Page 11
STUDY CONCLUSIONS
This study was undertaken for a concurrency review application for a proposed ISO-room Residence
lnn all-suites hotel in the City of Cape Canaveral. As documented herein, this development will
generate a daily traffic volume of 936 trips and 83 P.M. peak hour trips to be added to the area
roadways. The study consisted of the determination of project trips at the traffic count stations
along with available capacity at these stations to accommodate these trips.
The results of the study revealed that the roadway segments represented by the City's ten count
stations will have excess traffic capacity to accommodate the trip generation ofthe proposed project.
These roadway segments will operate within the City's adopted LOS standard with project trips
added. The intersection ofSR AlA and Central Boulevard, the closest signalized intersection, will
also operate at a satisfactory LOS with project trips added. Additionally, the intersection ofSR AlA
and Site Entrance will operate at a satisfactory LOS.
Traffic Planning and Design, Inc. (2004) Traffic Impact Analysis for Concurrency Application Review
TPD Jfll 2755 Residence Inn
Cape Canaveral, Florida
Page 12
APPENDICES
APPENDIX A
Existing P.M. Peak Hours County
& Intersection Geometry
TURNING MOVEMENT COUNT ANALYSIS
InlfrJecrion (N/S): SR AlA
IlIlerseclion (EI\V): CENTRAL BLVD.
Dille: 3/3/2003
SJ.{A1A SRA'^ CENTRAL BLVD. CENTRAL BLVD.
Nil S8 ED ~
Slart End R T L R T L R T L R T L TOTAL
4:00 PM 4:15 PM 7 294 4 6 323 41 8 2 11 51 3 11 761
4:15 PM 4:30 PM 4 251 1 4 3e1 29 4 1 1 29 1 10 696
4:30 PM 4:45 PM 1 193 6 1 263 17 1 1 4 45 5 16 553
4:45 PM 5:00 PM 6 174 4 0 222 27 3 1 4 21 0 11 473
5:00 PM 5:15 PM 4 191 4 4 246 34 6 0 6 40 2 13 550
5:15 PM 5:30 PM 3 159 0 0 178 10 2 1 0 10 0 6 369
5:30 PM 5:45 PM 2 167 0 1 167 20 4 0 0 22 0 6 429
5:45 PM 6:00 PM 0 172 5 0 180 13 2 0 ., 11 0 4 388
TOlal for: 4:00 PM 5:00 PM 18 912 15 11 1169 114 16 5 20 146 9 46 2463
TOlal for: 5:00 PM 6:00 PM 9 709 9 5 791 77 14 1 7 83 2 29 1736
TOIaI reale HOllr: 4:00 PM 5:00 PM 18 912 15 11 1169 114 16 5 20 146 9 46 2483
Overall PHI': 0.816 ~- =
S~uthbound -
Peak nOllr Vo'u~
11 1169 JJ4
1
SR AlA -
Q - 146
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APPENDIX B
Capacity Analysis Worksheets
I SHORT REPORT
General Information Site Information
Analyst H. Sherk Intersection A1A & Central
Agency or Co. TPD Area Type All other areas
Date Performed 12/8/2003 Jurisdiction Cape Canaveral, FL
Time Period PM Peak Analysis Year Projected
Volume and Timing Input .
ILT EB I LT WB ILT NB I SB I
I TH I RT I TH I RT I TH RT LT TH RT
Num. of Lanes 1 1 0 1 1 0 1 ~1 I 1 2 0
lane group L TR I L TR L T i R L TR
Volume (vph) 20 74 16 48 60 148 15 1.1Q1ZJ 18 117 1360 11
% Heavy veh 0 0 I 0 0 0 0 0 -LJ 0 0 3 0
PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 10.96 0.96 0.96 0.96
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
Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Arrival type 3 3 3 3 3 3 I 3 I 3 I 3 d
I
Unit Extension 3.0 3.0 3.0 3.0 3.0 ~~o 3.0 3.0
Ped/Bike/RTOR Volume 0 1 0 10 0 0 5
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
Parking/Grade/Parking IN 0 IN 'N I 0 N IN 0 N N 0 N
Parking/hr
Bus stops/hr 0 0 0 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Phasing EW Perm 02 03 04 SB Only NS Perm 07 08
Timing G = 13.0 G= G= G= G = 12.0 G = 50.0 G= G=
Y= 5 Y= Y= Y= Y= 5 Y = 5 Y= y=
Duration of Analysis (hrs) = 0.25 ~ Cycle Length C = 90.0
."."y' ~"""""""'> c". . ..,;.
.,.~
EB WB NB SB
Adj. flow rate 21 93 50 207 16 1059 9 122 1423
Lane group cap. 106 267 191 246 198 1951 897 453 2613
vIe ratio 0.20 0.35 0.26 0.84 0.08 0.54 0.01 0.27 0.54
Green ratio 0.14 10.14 0.14 0.14 0.56 10.56 ,,, ,..,.. 0.74 0.74 I
u.oo
Unif. delay d1 33.9 34.7 34.2 37.5 9.3 12.7 8.9 5.5 4.9
Delay factor k 0.11 0.11 0.11 0.38 0.11 0.14 0.11 0.11 0.14
Increm. delay d2 0.9 0.8 0.7 22.3 0.2 0.3 0.0 0.3 0.2
PF factor 1.000 1.000 1.000 1.000 1.000 11.000 11.000 1.000 1.000
Control delay 34.8 35.5 35.0 59.8 9.5 13.0 8.9 5.8 5.2
Lane group LOS C D C E A B A A A
Apprch. delay 35.4 54.9 13.0 5.2
Approach LOS D 0 B A
Intersec. delay 13.4 Intersection LOS B
HCS2000™ Copyright @ 2000 University of Florida, All Rights Reserved Version 4.1e
..'
TWO-WA Y STOP CONTROL SUMMARY
General Information Site Information
Analyst H. Sherk Intersection Project & A 1 A
Agency/Co. TPD Jurisdiction Cape Canaveral, FL
Date Performed 12/8/2003 Analysis Year Projected
Analysis Time Period PM Peak
Project Description 2755- Residence Inn
East/West Street: Project Entrance North/South Street: SR A 1 A :1
Intersection Orientation: North-South IStudy 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 12 1173 0 0 1473 23
Peak-Hour Factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96
Hourly Flow Rate, HFR 12 1221 0 0 1534 23
Percent Heavy Vehicles 0 - -- 0 - -
Median Type Raised curb
RT Channelized I 0 I I ~
Lanes 1 2 0 0 2
Configuration L T T
Upstream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 0 0 0 32 0 16
Peak-Hour Factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96
Hourly Flow Rate, HFR 0 0 0 33 0 16
Percent Heavy Vehicles 0 0 0 0 0 0
Percent Grade (%) 0 0
Flared Approach N N
Storage I 0 I 0
RT Channelized 0 0
Lanes 0 0 0 1 0 1
Configuration L R
ij )<".. ."..... ,,"",,""
Approach I N8 S8 Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L R
v (vph) 12 33 16
C (m) (vph) 431 151 349
v/c 0.03 0.22 0.05
95% queue length 0.09 0.80 0.14
Control Delay 13.6 35.4 15.8
LOS B E C
Approach Delay - - 29.0
Approach LOS - - D
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