Traffic Impact Analysis

[Year]

David Troemel

Dell Computer Corporation

[Pick the date]

ã2014 Kimley-Horn and Associates, Inc.

Updated June 2014

Updated May 2014

Updated September 2013

May 2013

144772000

All Aboard Florida – West Palm Beach Station

West Palm Beach, Florida

Traffic Impact Analysis

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TABLES OF CONTENTS

INTRODUCTION ........................................................................................................................1

DATA COLLECTION...................................................................................................................3

INTERSECTION OPERATIONAL ANALYSIS (EXISTING CONDITIONS) ..................................6

Intersection Summary ..............................................................................................................6

Intersection Operational Analyses ...........................................................................................7

TRAFFIC DIVERSION ................................................................................................................9

PROJECT TRAFFIC .................................................................................................................16

Trip Generation .....................................................................................................................16

Traffic Distribution..................................................................................................................18

Traffic Assignment .................................................................................................................18

VOLUME DEVELOPMENT .......................................................................................................20

INTERSECTION OPERATIONAL ANALYSES (FUTURE CONDITIONS) .................................23

Intersection Operational Analyses .........................................................................................23

Improvement Options at Fern & Quadrille ..............................................................................23

CONCLUSION ..........................................................................................................................27

APPENDIX A: DATA COLLECTION

APPENDIX B: VOLUME DATA INFORMATION

APPENDIX C: VOLUME DEVELOPMENT WORKSHEETS AND TRIP GENERATION FOR

COMMITTED DEVELOPMENTS

APPENDIX D: SYNCHRO OUTPUT

APPENDIX E: ALL ABOARD FLORIDA DATA
Traffic Impact Analysis

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LIST OF TABLES

Table 1: Level of Service Analysis (Existing Conditions) .............................................................8

Table 2: Trip Generation ...........................................................................................................17

Table 3: Level of Service Analysis (Future Conditions) .............................................................25

Table 4: Level of Service Analysis: Fern Street & Quadrille Boulevard ......................................26

LIST OF FIGURES

Figure 1: Site Location ................................................................................................................2

Figure 2A: Existing AM Peak Season Counts..............................................................................4

Figure 2B: Existing PM Peak Season Counts..............................................................................5

Figure 3A: Quadrille Boulevard & Datura Street Diversion Route ..............................................10

Figure 3B: Quadrille Boulevard & Evernia Street Diversion Route.............................................11

Figure 3C: Rosemary Avenue & Evernia Street Diversion Route ..............................................12

Figure 3D: Rosemary Avenue & Datura Street Diversion Route ................................................13

Figure 4A: AM Peak Season Total Diversion ............................................................................14

Figure 4B: PM Peak Season Total Diversion ............................................................................15

Figure 5: Project Traffic Assignment .........................................................................................19

Figure 6A: AM Peak Hour Total Volumes ..................................................................................21

Figure 6B: PM Peak Hour Total Volumes ..................................................................................22
Traffic Impact Analysis

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INTRODUCTION

As a part of the proposed All Aboard Florida passenger rail service linking Miami, Ft.

Lauderdale and West Palm Beach, a new passenger rail station is proposed to be built

along the Florida East Coast (FEC) railroad tracks between Evernia Street and Datura

Street in downtown West Palm Beach, just west of Quadrille Boulevard. The site

currently contains a mix of office and warehouse uses. The development of the

passenger rail station and platform contemplates the closure of the railroad grade

crossings on Evernia Street and Datura Street. In conjunction with the closure of these

crossings, consideration was also given to providing other vehicular connectivity

through a new north-south frontage road on the west side of the railroad tracks between

Clematis Street and Fern Street. Figure 1 illustrates the location of the proposed train

station within the surrounding area.

Kimley-Horn and Associates, Inc. has been retained to perform a traffic analysis of the

surrounding roadway network to determine the impact of the closure of the crossings at

Datura Street and Evernia Street and the additional traffic from the proposed train

station. The results of these analyses are documented in this report.
FIGURE 1

PROJECT SITE LOCATION

All ABOARD FLORIDA

144772000

HIBISCUS STREET

R

O

SEM

A

R

Y

A

VEN

UE

FERN STREET

EVERNIA STREET

DATURA STREET

CLEMATIS STREET

BANYAN BOULEVARD

Q

U

A

D

RILLE

B

O

ULEV

A

R

D

DIXIE HIG

H

W

A

Y

S

A

P

O

DILLA

A

VEN

UE

SITE

LEGEND

Project Site Location
Traffic Impact Analysis

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DATA COLLECTION

Traffic volumes were counted at the intersections that will serve as major access points

to the proposed train station. Because the station is proposed to be located in the

central business district, the analysis focused on the time periods of peak traffic

volumes on the surrounding roadway network, which are the typical weekday morning

and afternoon peak commute periods. Therefore, turning movement counts were

collected during the AM peak hour period (7:00 AM – 9:00 AM) and the PM peak period

(4:00 pm – 6:00 pm) on April 9, 2013 at the following locations:

o Clematis Street & Rosemary Avenue

o Clematis Street & Quadrille Boulevard

o Datura Street & Rosemary Avenue

o Datura Street & Quadrille Boulevard

o Evernia Street & Rosemary Avenue

o Evernia Street & Quadrille Boulevard

o Fern Street & Rosemary Avenue

o Fern Street & Quadrille Boulevard

Figures 2A and 2B illustrate the existing peak season turning movement counts for the

eight critical intersections listed above. The turning movement counts are included in

Appendix A.
FIGURE 2A

AM PEAK SEASON EXISTING TMC

All ABOARD FLORIDA

144772000

HIBISCUS STREET

R

O

SEM

A

R

Y

A

VEN

UE

FERN STREET

EVERNIA STREET

DATURA STREET

CLEMATIS

STREET

BANYAN BOULEVARD

Q

U

A

D

RILLE

B

O

ULEV

A

R

D

DIXIE HIG

H

W

A

Y

2

4610

1

63

8

2

36

4

10

83

8

S

A

P

O

DILLA

A

VEN

UE

1033

8

1

5724

13

46

7

29

86

12

12

129

9

40

523

75

21

45

12

10

48

12

7

149

11

12

562

88

17

17

15

10

69

9

7

159

6

10

687

53 5

39

11

5

35

9

2

52

1

3

64

4

3

44

9

5

64

5

2234

7

194010

6

82

9

26

96

12

21

146

15

26

713

47

13

39

8

18

49

21

SITE

LEGEND

15 Existing Peak Season Volume
FIGURE 2B

PM PEAK SEASON EXISTING TMC

All ABOARD FLORIDA

144772000

HIBISCUS STREET

R

O

SEM

A

R

Y

A

VEN

UE

FERN STREET

EVERNIA STREET

DATURA STREET

CLEMATIS

STREET

BANYAN BOULEVARD

Q

U

A

D

RILLE

B

O

ULEV

A

R

D

DIXIE HIG

H

W

A

Y

9

142

15

5

72

6

7

121

16

12

43

7

S

A

P

O

DILLA

A

VEN

UE

49

105

12

9

3643

15

136

41

13

46

10

31

296

11

41

263

56

39

87

33

12

67

29

3

342

10

27

287

38

31

111

38

11

27

28

7

393

11

8

324

45 21

101

41

6

26

9

8

153

5

6

7514

0

100

10

6

39

7

50

101

11

436519

14

140

8

18

96

31

28

392

13

39

318

15

20

98

33

28

52

40

LEGEND

15 Existing Peak Season Volume

SITE
Traffic Impact Analysis

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INTERSECTION OPERATIONAL ANALYSIS (EXISTING CONDITIONS)

Intersection Summary

The site is currently accessed through eight intersections, summarized below.

Clematis Street & Rosemary Avenue: Signalized; with 1 shared left/through/rightturn lane on all approaches

Clematis Street & Quadrille Boulevard: Signalized; with 1 shared

left/through/right-turn lane on the eastbound and westbound approaches; 1 leftturn, 1 through, and 1 shared through/right-turn lane on the southbound

approach; 1 left-turn, 1 through, 1 right-turn lane on the northbound approach

Datura Street & Rosemary Avenue: Unsignalized; stop control on all approaches;

with 1 shared left/through/right-turn lane on all approaches

Datura Street & Quadrille Boulevard: Unsignalized; free flow on Quadrille

Boulevard and stop control on Datura; with 1 shared left/through/right-turn lane

on the eastbound and westbound approaches; 1 left-turn, 1 through, and 1

shared through/right-right lane on the northbound and southbound approaches

Evernia Street & Rosemary Avenue: Unsignalized; free flow on Rosemary

Avenue and stop control on Evernia Street; with 1 shared left/through/right-turn

lane on all approaches

Evernia Street & Quadrille Boulevard: Unsignalized; free flow on Quadrille

Boulevard and stop control on Evernia Street; with 1 shared left/through/right-turn

lane on the eastbound and westbound approaches; 1 shared left/through lane

and 1 shared through/right-turn lane on the northbound and southbound

approaches.

Fern Street & Rosemary Avenue: Unsignalized; stop control on all approaches;

with 1 shared left/through/right-turn lane on all approaches
Traffic Impact Analysis

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Fern Street & Quadrille Boulevard: Unsignalized; free flow on Quadrille Boulevard and

stop control on Fern Street; with 1 shared left/through/right-turn lane on the eastbound

and westbound approaches; 1 shared left/through lane and 1 shared through/right-turn

lane on the northbound and southbound approaches.

Intersection Operational Analyses

At all eight intersections, level of service and operational analyses for existing

conditions were performed during AM and PM peak hour conditions. As a standard of

measure for how an intersection operates a “grading” scale representing the level of

service (LOS) has been established in the Highway Capacity Manual. This grading

scale provides a measure of the congestion of an intersection by determining how much

delay a driver encounters at an intersection, or, in other words, the average length of

time a driver has to wait before being able to drive through an intersection. The grading

scale measures the congestion on a grading scale of A through F, with A representing

minimal delays for drivers at an intersection and F representing substantial delays and

over capacity conditions at an intersection. Typically, LOS A through D represent

acceptable conditions, while LOS E and F represent that an intersection or component

of and intersection (such as one approach leg of an intersection) are at or over capacity.

Palm Beach County has adopted a standard that, in most cases, LOS D or better is an

acceptable LOS. For this analysis, HCS+ software was used. Table 1 summarizes the

level of service (LOS) and delay for the intersections under existing conditions. Based

on the analyses, all intersections currently operate at a level of service (LOS) C or

better with no delays exceeding 17 seconds per vehicle, which meets Palm Beach

County’s level of service (LOS) and delay standards.
Traffic Impact Analysis

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Table 1: Level of Service Analysis (Existing Conditions)

Delay LOS Delay LOS

NB 3.4 A 4.2 A

SB 3.3 A 4.5 A

EB 20.7 C 17.3 B

WB 15.8 B 18.6 B

Total 12.7 B 11.4 B

NB 4.6 A 5.5 A

SB 3.8 A 6.3 A

EB 37.3 D 36.2 D

WB 46.6 D 47.3 D

Total 10.5 B 16.1 B

NB 7.7 A 8.2 A

SB 7.7 A 8.8 A

EB 7.9 A 8.2 A

WB 7.6 A 8.8 A

Total 7.8 A 8.6 A

NB 0.1 A 0.6 A

SB 0.6 A 0.2 A

EB 21.8 C 16.1 C

WB 18.7 C 25.5 D

Total 3.1 A 6.2 A

NB 0.3 A 0.5 A

SB 0.1 A 0.3 A

EB 10.2 B 11.2 B

WB 10.1 B 12.1 B

Total 5.3 A 4.7 A

NB 0.1 A 0.2 A

SB 0.4 A 0.3 A

EB 20 C 17.8 C

WB 23.4 C 26.5 D

Total 2.4 A 5.3 A

NB 8 A 9.1 A

SB 7.8 A 9.1 A

EB 8.3 A 9.1 A

WB 8 A 9.3 A

Total 8.1 A 9.1 A

NB 0.3 A 1 A

SB 0.9 A 0.3 A

EB 23.8 C 24.9 C

WB 25.2 D 32.5 D

Total 3.6 A 7.8 A

Fern Street & Rosemary

Avenue

Fern Street & Quadrille

Boulevard

Clematis Street & Rosemary

Avenue

Clematis Street & Quadrille

Boulevard

Datura Street & Rosemary

Avenue

Datura Street & Quadrille

Boulevard

Evernia Street & Rosemary

Avenue

Evernia Street & Quadrille

Boulevard

Level of Service Analysis (Existing Conditions w/ Peak Season Volumes)

Peak Hour Approach AM Peak Hour PM Peak Hour
Traffic Impact Analysis

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TRAFFIC DIVERSION

Based on the proposed development, the crossings at Evernia and Datura Streets will

be closed. As described previously, consideration was given to whether or not a

parallel frontage road facility would be necessary on the west side of the FEC tracks.

The initial analysis did not include the frontage road in order to determine whether the

study intersections would operate acceptably without it. Because there will be no direct

connection provided between Rosemary Avenue and Quadrille Boulevard on Evernia

and Datura Streets, a traffic diversion analyses was conducted to reroute the existing

traffic. Existing traffic that currently uses Datura Street and Evernia Street as

connection between Rosemary Avenue and Quadrille Boulevard will be diverted north to

Clematis or south to Fern Street. Figures 3A-3D illustrate the diversion routes for

vehicles originating from the following critical intersections that directly access Datura

Street and Evernia Street:

· Quadrille Boulevard & Datura Street

· Quadrille Boulevard & Evernia Street

· Rosemary Avenue & Evernia Street

· Rosemary Avenue & Datura Street

After diversion routes were determined, existing peak season volumes were

redistributed on the proposed roadway network. A proportion between approach

volumes was calculated at each intersection to determine the origins of the diverted

traffic. The diverted traffic was then added to the existing volumes on the proposed

roadway network. Figures 4A and 4B illustrate the total diversion and redistribution of

the AM and PM existing peak season volumes.
FIGURE 3A

QUADRILLE/DATURA DIVERSION

ROUTE

All ABOARD FLORIDA

144772000

HIBISCUS STREET

R

O

SEM

A

R

Y

A

VEN

UE

FERN STREET

EVERNIA STREET

DATURA STREET

CLEMATIS STREET

BANYAN BOULEVARD

Q

U

A

D

RILLE

B

O

ULEV

A

R

D

DIXIE HIG

H

W

A

Y

S

A

P

O

DILLA

A

VEN

UE

LEGEND

DIVERSION ROUTE TRAFFIC ORIGIN

EXISTING TRAFFIC ROUTE

SITE
LEGEND

DIVERSION ROUTE TRAFFIC ORIGIN

EXISTING TRAFFIC ROUTE

FIGURE 3B

QUADRILLE/EVERNIA DIVERSION

ROUTE

All ABOARD FLORIDA

144772000

HIBISCUS STREET

R

O

SEM

A

R

Y

A

VEN

UE

FERN STREET

EVERNIA STREET

DATURA STREET

CLEMATIS STREET

BANYAN BOULEVARD

Q

U

A

D

RILLE

B

O

ULEV

A

R

D

DIXIE HIG

H

W

A

Y

S

A

P

O

DILLA

A

VEN

UE

SITE
LEGEND

DIVERSION ROUTE TRAFFIC ORIGIN

EXISTING TRAFFIC ROUTE

FIGURE 3C

ROSERMARY/DATURA

DIVERSION ROUTE

All ABOARD FLORIDA

144772000

HIBISCUS STREET

R

O

SEM

A

R

Y

A

VEN

UE

FERN STREET

EVERNIA STREET

DATURA STREET

CLEMATIS STREET

BANYAN BOULEVARD

Q

U

A

D

RILLE

B

O

ULEV

A

R

D

DIXIE HIG

H

W

A

Y

S

A

P

O

DILLA

A

VEN

UE

SITE
LEGEND

DIVERSION ROUTE TRAFFIC ORIGIN

EXISTING TRAFFIC ROUTE

FIGURE 3D

ROSERMARY/EVERNIA

DIVERSION ROUTE

All ABOARD FLORIDA

144772000

HIBISCUS STREET

R

O

SEM

A

R

Y

A

VEN

UE

FERN STREET

EVERNIA STREET

DATURA STREET

CLEMATIS STREET

BANYAN BOULEVARD

Q

U

A

D

RILLE

B

O

ULEV

A

R

D

DIXIE HIG

H

W

A

Y

S

A

P

O

DILLA

A

VEN

UE

SITE
FIGURE 4A

AM PEAK SEASON

DIVERSION

All ABOARD FLORIDA

144772000

HIBISCUS STREET

R

O

SEM

A

R

Y

A

VEN

UE

FERN STREET

EVERNIA STREET

DATURA STREET

CLEMATIS

STREET

BANYAN BOULEVARD

Q

U

A

D

RILLE

B

O

ULEV

A

R

D

DIXIE HIG

H

W

A

Y

2 + 14 + 3

46 + 8

10 - 9

1 + 13

63 + 9

8 – 7

2 - 2

36 - 35

4 - 4

10 + 58

83 - 72

8 + 14

S

A

P

O

DILLA

A

VEN

UE

10

33 – 3

8 + 3

1

57

24 + 9 + 58

13

46 + 5 + 4

7 + 14 + 11

29

86 + 6

12 - 6

12 + 5 + 4

129 – 5 - 4

9

40 + 12 + 9

523

75

21

45 + 2 + 2

12 - 2 - 2

10

48 + 2 + 9

12 + 7 + 58

149 – 6 + 5

11 + 2 + 58

12 – 12

562 + 9

88 + 15

17 + 12 + 1

17 - 17

15 + 5 - 1

10 – 10

69 – 69

9 – 9

7 – 7

159 + 5

6 + 5

10 – 10

687 – 11 + 15

53 + 47 + 2 5 – 1 + 9

39 – 39

11 + 1 + 30

5 – 5

35 – 35

9 – 9

2 + 8

52 + 14

1 – 0

3 + 2 + 34

64 + 13 - 4

4 – 3 3 – 3

44 – 43

9 – 9

5 + 9 - 3

64 – 59

5 + 50 + 3

2234

7 + 50 + 17

19

40 – 1 - 1

10 + 1 + 1

6 + 15 + 34

82 + 2 + 6

9

26 – 2 - 3

96 + 2 + 3

12

21 + 6 + 30

146

15

26 + 10 + 9

713 – 10 - 9

47

13 – 1 - 1

39 + 1 + 1

8

18 + 47 + 17

49 + 6 + 4

21

7 – 7

LEGEND

Quadrille/Datura Diverted Volume Existing Peak Season Volume

Quadrille/Evernia Diverted Volume

Rosemary/Fern Diverted Volume Intersection Node

Rosemary/Datura Diverted Volume

15

15

15

15

15

SITE
FIGURE 4B

PM PEAK SEASON

DIVERSION

All ABOARD FLORIDA

144772000

HIBISCUS STREET

R

O

SEM

A

R

Y

A

VEN

UE

LEGEND

Quadrille/Datura Diverted Volume Existing Peak Season Volume

Quadrille/Evernia Diverted Volume

Rosemary/Fern Diverted Volume Intersection Node

Rosemary/Datura Diverted Volume

FERN STREET

EVERNIA STREET

DATURA STREET

CLEMATIS

STREET

BANYAN BOULEVARD

Q

U

A

D

RILLE

B

O

ULEV

A

R

D

DIXIE HIG

H

W

A

Y

9 + 80 + 5

142 + 17 – 2

15 – 15

5 + 26

72 + 6

6 – 6

7 – 7

121 – 121

16 – 16

12 + 1 + 33

43 – 41

7 – 1 + 8

S

A

P

O

DILLA

A

VEN

UE

49

105 – 1 – 10

12 + 1 + 10

9

36

43 + 7 + 33

15

136 + 12 + 5

41 + 80 + 22

13

46 + 1 + 5

10 – 1 – 5

31 + 2 + 4

296 – 2 – 4

11

41 + 89 + 22

263

56

39

87 + 1 + 1

33 – 1 – 1

12

69 + 2 + 5

29 + 5 + 38

3 – 3

342 – 5 + 4 + 14

10 + 1 + 24

27 – 27

287 + 20

38 + 6

31 + 89 + 2

111 – 111

37 + 18 – 2

11 – 11

27 – 27

28 – 28

7 - 7

393 + 18

11 + 4 + 14

8 – 8324 – 21 + 6

45 + 22 + 4 21 – 6 + 20

101 – 101

41 + 6 + 81

6 – 6

26 – 26

9 – 9

8 + 17

153 + 8

5 – 3

6 + 5 + 76

75 + 26 – 5

14 – 10

0

100 – 98

10 – 9

6 + 6 – 1

39 – 30

7 + 24 + 1

50

101

11 + 24 + 9

43

65 – 5 – 3

19 + 5 + 3

14 + 31 + 76

140 + 9 + 13

8

18 – 5 - 2

96 + 5 + 2

31

28 + 24 + 81

392

13

39 + 15 + 6

318 – 15 – 6

15

20 – 6 – 2

98 + 6 + 2

33

28 + 22 + 10

52 + 12 + 4

40

15

15

15

15

15

SITE
Traffic Impact Analysis

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PROJECT TRAFFIC

Project traffic used in this analysis is defined as the vehicle trips expected to be

generated by the project, and the distribution and assignment of that traffic over the

study roadway network.

Trip Generation

A trip generation for the proposed train station was based on the daily boarding and

alighting data provided in the All Aboard Florida Ridership and Revenue Study. It was

assumed that a total of 20 percent of the daily boardings and alightings occur during the

AM and PM peak hours combined. It was assumed that during the AM peak hour 40

percent of the trips are boarding and 60 percent are alighting. During the PM peak hour

the reverse directional distribution was used with 60 percent boarding and 40 percent

alighting. A 3% transit modal and pedestrian reduction was applied to the trip

generation. The reduction factor is intended to capture the characteristics of the urban

environment in which the project is located. The site is located in a downtown setting

with a mix of high density uses in close proximity and therefore it is expected that the

station might even capture more than 3% of its trips using modes other than a traditional

passenger vehicle. However, 3% was applied in order to maintain a conservative

analysis.

As summarized in Table 2, the project is expected to generate 1,784 daily trips, 178

peak hour trips (72 in / 107 out), and 178 PM peak hour trips (107 in / 72 out).
Traffic Impact Analysis

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Table 2: Trip Generation

TABLE 1

TRIP GENERATION

ALL ABOARD FLORIDA

Daily AM Peak Hour PM Peak Hour

Trips Total In Out Total In Out

Proposed

Train Station (1) 1,839 184 74 110 184 110 74

55 6 2 3 6 3 2

Proposed Net New Trips 1,784 178 72 107 178 107 72

Trip generation was calculated using the following data:

(1) Based on All Aboard Florida Ridership and Revenue Data, April 2014

Land Use

Multimodal/Pedestrian Reduction (3%)
Traffic Impact Analysis

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Traffic Distribution

Traffic distribution is the pairing of trip ends from the subject site with other land uses in

the area. These trips were assigned to the surrounding roadways based upon a review

of the roadway network considered to be in place at the time of buildout and its travel

time characteristics.

The distribution according to cardinal directions is was determined to be:

NORTH - 20 percent

SOUTH - 20 percent

EAST - 10 percent

WEST - 50 percent

Traffic Assignment

Driveway assignment percentages were then determined based upon the external traffic

assignment and the general location of buildings within the site. The anticipated peak

hour project volume assignment for the proposed train station is illustrated in Figure 5.
FIGURE 5

PROJECT TRAFFIC ASSIGNMENT

All ABOARD FLORIDA

144772000

HIBISCUS STREET

R

O

SEM

A

R

Y

A

VEN

UE

FERN STREET

EVERNIA STREET

DATURA STREET

CLEMATIS

STREET

BANYAN BOULEVARD

Q

U

A

D

RILLE

B

O

ULEV

A

R

D

DIXIE HIG

H

W

A

Y

35%

5%

35%

10%

5%

10%

S

A

P

O

DILLA

A

VEN

UE

15%

15%15%

10% 10%

15%

5%

3%

2%

5%

2%

3%

1%

2%

1%

1%

2%

1%

1%

1%

1%1%

1%

1%

5%

5%

5%

35%

5%

10%

35%

10%

15%15%

10%

15%

10%

15%

2%

5%

3%

2%

3%

5%

SITE

5%

5%

LEGEND

Inbound Project Traffic Assignment

Outbound Project Traffic Assignment

15%

15%
Traffic Impact Analysis

k:\wpb_tpto\1447\144772000 - aaf wpb station\report\2014-06-09_trafficanalysis.doc Page 20 June 2014

VOLUME DEVELOPMENT

Existing peak period traffic count data were collected on April 9, 2013 by observers

stationed at each intersection counting and classifying vehicle maneuvers at each

intersection. Using this data as a base, future year 2018 traffic volumes were calculated

by applying peak season factors, adding traffic diversions, adding trips associated with

the new train station and adding annual increases in traffic volumes resulting from

development in the adjacent areas. Each component is described in further detail

below. For the purpose of this analysis, the analysis evaluated year 2018 traffic

conditions.

Because the base turning movement counts were collected in April, which is outside of

the time period typically classified locally as “peak season”, a peak season adjustment

factor of 1.02 was used. This added 2% to the traffic volumes at each intersection

analyzed. The counts were then further adjusted to incorporate the traffic diversion

described previously. A 0.5% traffic growth rate was then applied to the peak season

diverted traffic volumes to account for growth in the area. Trip generation calculations

were then conducted for all of the active committed projects in the downtown area.

These volumes were then assigned to the surrounding roadway network and added to

determine the AM and PM background traffic volumes without the proposed project.

Project traffic was then applied to both AM and PM background peak hour volumes to

determine total peak hour volumes. Figures 6A and 6B illustrate the AM and PM peak

hour total volumes.
FIGURE 6A

AM TOTAL VOLUMES

All ABOARD FLORIDA

144772000

HIBISCUS STREET

R

O

SEM

A

R

Y

A

VEN

UE

LEGEND

INTERECTION NUMBER

FERN STREET

EVERNIA STREET

DATURA STREET

CLEMATIS

STREET

BANYAN BOULEVARD

Q

U

A

D

RILLE

B

O

ULEV

A

R

D

DIXIE HIG

H

W

A

Y

20

6026

14

81

5

37

12

7

75

18

23

S

A

P

O

DILLA

A

VEN

UE

10

42

13

1774

111 14

62

42

30

102

17

26

185

11

92

568

86

23

58

34

17

74

122

278

75

653

107

32

20

294

12

778106

14

44

10

80

5

4289

26 5

12

37

11

12

66

3951

101

19

50

12 65

126

9

33

169

12

61

256

32

67

741

48 45

71

8

91

80

85

SITE
FIGURE 6B

PM TOTAL VOLUMES

All ABOARD FLORIDA

144772000

HIBISCUS STREET

R

O

SEM

A

R

Y

A

VEN

UE

LEGEND

INTERECTION NUMBER

FERN STREET

EVERNIA STREET

DATURA STREET

CLEMATIS

STREET

BANYAN BOULEVARD

Q

U

A

D

RILLE

B

O

ULEV

A

R

D

DIXIE HIG

H

W

A

Y

101

168

37

32

80

5

25

7

4

50

13

14

S

A

P

O

DILLA

A

VEN

UE

50

112

26

2048

97 17

167

165

13

62

20

45

334

13

199

330

82

42

106

43

17

88

107

443

37

440

46

127

56

502

16

443

74

37

132

26

180

7

96

11241 4

9

26

11

20

37

62

115

67

44

74

28 142

230

8

27

147

32

144

439

50

119

399

15 37

134

34

68

102

67

SITE
Traffic Impact Analysis

k:\wpb_tpto\1447\144772000 - aaf wpb station\report\2014-06-09_trafficanalysis.doc Page 23 June 2014

INTERSECTION OPERATIONAL ANALYSES (FUTURE CONDITIONS)

Intersection Operational Analyses

At all eight intersections, level of service and operational analyses for future conditions

of development were performed during AM and PM peak hour conditions. These

analyses were performed to determine whether the intersections are expected to meet

Palm Beach County’s level of service (LOS) and delay requirements with the closure of

the crossings at Datura Street and Evernia Street and with the additional traffic from the

proposed train station. For this analysis, Synchro 8.0 software was used.

As summarized in Table 3, all intersections are expected to operate acceptably, with

the exception of Fern Street & Quadrille Boulevard. This intersection is unsignalized;

therefore, traffic on Fern Street must wait for appropriate gaps in traffic to be available

to cross the intersection or turn left onto Quadrille Boulevard because traffic on

Quadrille Boulevard operates under free flow conditions.

Improvement Options at Fern & Quadrille

In order to improve the condition at Fern Street and Quadrille Boulevard, several

options can be considered. Both are expected to result in operational improvements at

the intersection that would allow level of service standards to be met:

· Install a median restrictor in the intersection that allows northbound-to-westbound

and southbound-to-eastbound left turns from Quadrille Boulevard onto Fern

Street but restricts eastbound and westbound traffic on Fern Street to right-turns

only onto Quadrille Boulevard.

· Evaluate traffic signal warrant criteria at this intersection. If these criteria are

deemed to be met, a signal can be considered for installation at this location.

For each of these alternatives, level of service and operational analyses for future

conditions of development were performed during AM and PM peak hour conditions.

These analyses were performed to determine whether the intersection would meet Palm
Traffic Impact Analysis

k:\wpb_tpto\1447\144772000 - aaf wpb station\report\2014-06-09_trafficanalysis.doc Page 24 June 2014

Beach County’s level of service (LOS) and delay requirements for each alternative.

Synchro 8.0 software was used to analyze each alternative.

As summarized in Table 4, each of the alternatives is expected to operate acceptably

based on the analysis.
Traffic Impact Analysis

k:\wpb_tpto\1447\144772000 - aaf wpb station\report\2014-06-09_trafficanalysis.doc Page 25 June 2014

Table 3: Level of Service Analysis (Future Conditions)

Delay LOS Delay LOS

NB 4.0 A 8.3 A

SB 3.6 A 8.8 A

EB 20.6 C 11.6 B

WB 20.8 C 17.8 B

Total 12.3 B 13 B

NB 7.5 A 6.3 A

SB 7 A 9.9 A

EB 42.1 D 46.1 D

WB 49.0 D 68.9 E

Total 16.8 B 21.8 C

NB 8.1 A 8.5 A

SB 8.1 A 9.7 A

EB 8.3 A 8.6 A

WB 7.5 A 7.9 A

Total 8.1 A 9.2 A

NB 0.0 A 0.0 A

SB 2.1 A 0.7 A

EB - - - -

WB 17.6 C 15.6 C

Total 1.4 A 2.8 A

NB 2.2 A 3.4 A

SB 0.4 A 0.3 A

EB 9.9 A 12.5 B

WB 12.2 B 15.5 C

Total 4.8 A 4.2 A

NB 0.0 A 0.0 A

SB 1.3 A 0.3 A

EB - - - -

WB 23.6 C 24.4 C

Total 1.2 A 3.6 A

NB 9.1 A 11.3 B

SB 10.2 B 13.1 B

EB 10.2 B 12.0 B

WB 9.7 A 16.0 C

Total 9.9 A 13.7 B

NB 0.9 A 2.6 A

SB 1.1 A 0.8 A

EB 391.8 F not given F

WB 80.7 F 667.6 F

Total 70.3 C not given C

Level of Service Analysis (Future Conditions)

Peak Hour Approach AM Peak Hour PM Peak Hour

Clematis Street & Rosemary

Avenue

Clematis Street & Quadrille

Boulevard

Datura Street & Rosemary

Avenue

Datura Street & Quadrille

Boulevard

Evernia Street & Rosemary

Avenue

Evernia Street & Quadrille

Boulevard

Fern Street & Rosemary

Avenue

Fern Street & Quadrille

Boulevard
Traffic Impact Analysis

k:\wpb_tpto\1447\144772000 - aaf wpb station\report\2014-06-09_trafficanalysis.doc Page 26 June 2014

Table 4: Level of Service Analysis: Fern Street & Quadrille Boulevard

Delay LOS Delay LOS

NB 0.9 A 6.3 A

SB 1.1 A 4.7 A

EB 11.2 B 21.0 C

WB 12.9 B 18.3 B

Total 3.5 A 9.2 A

NB 2.6 A 5.7 A

SB 0.8 A 5.3 A

EB 13.2 B 20.7 C

WB 11.3 B 19.8 B

Total 4.6 A 9.6 A

Peak Hour Approach Median Restriction Signal

AM Peak Hour

PM Peak Hour

Level of Service Analysis: Fern Street & Quadrille Boulevard (Future Total

Conditions)
Traffic Impact Analysis

k:\wpb_tpto\1447\144772000 - aaf wpb station\report\2014-06-09_trafficanalysis.doc Page 27 June 2014

CONCLUSION

A train station is proposed to be developed between Evernia Street and Datura Street,

just west of Quadrille Boulevard along the FEC railroad tracks as one of the stations for

the All Aboard Florida Service connecting Miami, Ft. Lauderdale and West Palm Beach.

The site currently contains a mix of office and warehouse uses. Based on the proposed

station development, the at-grade railroad crossings on Evernia Street and Datura

Street will be closed. An analysis was undertaken of the surrounding roadway network

to determine the impact of the closure of the crossings and the additional traffic from the

proposed train station. These analyses included background growth resulting from the

traffic diversion, a 0.5% annual growth rate with a buildout year of 2018, and the

addition of committed traffic. To perform the evaluation, Synchro 8.0 software was

used.

Based on the analysis, all intersections are expected to operate acceptably through

buildout in 2018, with the exception of Fern Street & Quadrille Boulevard. This

intersection is unsignalized with free-flow movement on Quadrille Boulevard. The

following alternative enhancement/mitigation options at the intersection were analyzed

using Synchro 8.0 software.

· Install a median restrictor in the intersection that allows northbound-to-westbound

and southbound-to-eastbound left turns from Quadrille Boulevard onto Fern

Street but restricts eastbound and westbound traffic on Fern Street to right-turns

only onto Quadrille Boulevard.

· Evaluate traffic signal warrant criteria at this intersection. If these criteria are

deemed to be met, a signal can be considered for installation at this location.

Based on the analysis, each of these alternative enhancements will result in traffic

conditions that are well within the intersection’s overall capacity and will therefore

provide an acceptable level of service at this intersection during normal operations.
Traffic Impact Analysis

k:\wpb_tpto\1447\144772000 - aaf wpb station\report\2014-06-09_trafficanalysis.doc June 2014

APPENDICES
Traffic Impact Analysis

k:\wpb_tpto\1447\144772000 - aaf wpb station\report\2014-06-09_trafficanalysis.doc June 2014

APPENDIX A: DATA COLLECTION
CLEMATIS STREET & ROSEMARY AVENUE

WEST PALM BEACH, FLORIDA

COUNTED BY: CLARA DE JESUS

SIGNALIZED

Traffic Survey Specialists, fnc.

624 Gardeni-a Terrace

I)el raw Tleanh F lorida 33444

Phone (561) 272-3255

ALL VEHICLES

site code : 00130048

start Date: 04/09/13

FiLe I.D. : CLEMROSE

Page : 1

ROSEMARY AVENUE

From North

07:00 0 0 2 0

07:15 0 0 3 1

07:30 0 1 1 5

lcr,nuarrs STREET

t -

l ! rom !;asE.

lnosruenv AVENUE

t -

lt.rom souE,n

lcr,nuatrs STREET

I From West

n

0

1

1

I

H

rtl

utbrn Lef! Thru Righ! | Ixlurn Lef! Thru Righl I ururn r,€fr Thru RighE I nTtrn Left Thru Right

DaEe 04/09/13

Total

07:45 0 2 7 L I

0

0

0

o

3

0

3

0

I

1 3

I 7

7 9

5

L 7

1

1

5

^ l

4 l

B

I 4

2 I

2 0

5

J

r l

o l

0

4 l

3 7

4 5

8 6

Hr Total 0 3 1 3

9

I

1 1

t l , I

a l z l

a l z l

- l

4 l

6 3

9

1 8

1,2

16 I

r l

R I - l

r l

8 l

5 7

1 5

2 5

2 4

1 3

7 l

J

3

+

z+v

7 3

8 5

7 5

7 4

1 8 q l 3 5

08:00

08:15

08:30

08 :45 U

?

z

1

0

0

1

n

0

1

6

5

7

o 2 L4 4 l

e l r)f,|

0 4 e 2 |

0 0 L2 2 l

Hr Total 13 l 0 7 40 131 4 8 I

zol 12 | :oa

* BREAK *

3 6 2 7 7 8

16:00

15:15

rO: J U

r0 3 2

624

r0 2 9

oz>

04]-55

0 0 10 s

0 5 11 5

2 10 t_6

199

36L2

0215 1

0 1- 10 1

0 6 13 4

0

0

J

3

J

J

0

0

0

II7

7 9

ro7

L6:45 0 3 19 9 l 3 8 11 | 0 3 12 1 l 107

Hr Total O 12 55 24 |

l-7 : 00

17:15

17:30

Lz I

4 l _ l

? I

o l

1n I

I

7 l

r l

o l

155

L25

9 t

7 3

32 1_r4 e 33 481 0 12 5 1 7 | 410

1

I

1

0

0 1 36 29 I

0337 r l

f l

o 4 20 1 l

L7:45 O 2 15 5 |

0

U

0

L Z

L 2

8

4

0 J

U

0

0

0

0

3

1

U

1

4 6

2 9

2 3

Y

.12

1 0

7

7

T 2

1 3 - l

Hr Tot,a1 0 10 109 40 | 3 5 111 1R I

I 3 8 3z I 4 5 I 4qc | '--

*TOTAL* 84 1 300 )zl Lzz I 237 32 | 1413
CLEMATIS STREET & ROSEMARY AVENUE

WEST PALM BEACH. FLORIDA

COUNTED BY: CI,ARA DE JESUS

SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

De'l rav Reech F lorida 33444

Phone (551) 272-3255

ALL VEHICLES

site code : 00130048

start Date: 04/09/13

Fil,e I.D. : CLEMROSE

Page : 2

ROSEMARY AVENUE

From North

CLEMATIS STREET

1

4 5

1 0

I cluuarrs STREET

l -

I krnm kacr

I

I

IROSEMARY AVENUE

I rrom South

I

I clnulrrs STREET

I From West

I

I

pi ^hF I rrn"-- T.af F tl:furn Left Thru Right .F'|.rril Di ^Lrh I Ururn Left Thru Right I Uturn Left Thru

Dat,e 04l09/13 -

Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 04/09/L3

Peak start 07:45

Volume0832 l-0

Percent. 0t 15* 542 20*

Pk total 5 0

Highest, 08:00

Volume0392

Hi t,ot.aI L4

PHF .89

ROSEIVIARY AVENUE

o7 .45

o 7 45 1 3

0t l-1* 59t 20*

6 5

08:00

02t44

2 0

.81

07 :45

0 1

0t 1 t

B 1

07 :45

0 0

z o

07 :45

028

0* 23*

08:15

n q

3 7

.84

84 1 2

68t r-0*

5 5

592

2 0

2 4

308

6

1 0

3 2

3 2

5 1

ROSEMAR

5 o

. 1

1 0 2 8

5 5

1 3

9 7

5 5

L47 [

- 

I "

ALL VEHTCLES 

[]

ll6s4s -,llr_

t l

| 

180 181 L 7

'rr_

L24 | intersect ion Tot al- | 

-

| 320 

| 116 t l ttl

4 5

2 8

2 B

B 4

B 4 I

B 4

2 4

T 2

llt ttl l -

I CLEMATIS STREET

J L32

8 1

L 2

7

3 2

7 2

5 5 2 4

I

AVENUE

5 5
CLEMATIS STREET & ROSEMARY AVENUE

WEST PALM BEACH, FLORIDA

COUIITED BY: CLARA DE JESUS

SIGNALI ZED

Traffic Survey Specialists, fnc.

524 Gardenia Terrace

Del"ray Beach, Florida 33444

Phone (s51) 272-3255

ALL VEHICLES

site code : 00130048

start Dat,e : 04 / 09 / 73

File I.D. : CLEMROSE

Page : 3

ROSEMARY AVENUE

From North

CLEMATIS STREET

I cleuarrs STREET

l l rom EasE,

I

lnosruanv AVENUE

l I. rom souE.n

I

I CLEMATIS STREET

I From west

I

IIIrirn LefC rhru Right I ulurn lJett thru RighE I Ururn Lef! rhru Right I rfl\rrn Lefr Thru Righr 'IOta_L

Date 04l09/13 ------.

Peak llour Analysis By Entire htersectsion for Ehe perioat: 15:OO to 18:00 on 0al09/13

Peak start 1-5 : 3 0

Volume 0 L2 103 4 8

Percent 0* 7* 53* 29+

Pk total 153

Highest 17:00

Vo1ume013629

Hi totaL 6 6

PHF .62

ROSEMARY AVENUE

4 8 103 1 3

3 5

1 5

4 8 103 L 2

163

15:30

0 40 133 1 5

0t 2]-* 7r+ 8*

188

17:00

0t2464

d z

.76

15:30

0 9

0* 1-0t

8 6

16:45

0 3

2 2

.98

16:30

0 1 3

0t 19t

5 8

15:30

U O

2 3

.74

45 1 0

668 15*

3 5

41t

8

4 2

49*

1 1 1 3

I 2

6 3

9

133

4 8

190

226 f 1 5

| 1 5

. ALL VEHICLES I

| | 133

| | 188 133

t l

lttl

Il40

| 

2s8 287 L 4 0

I

1 3

1 3

4 5

'l I

58 | rnLersect ion Total- I 1,

, I sos | ,, 4 5

ll 142

4 5

1 0 ll l - 142

I CLEMATIS STREET

r 239

8 5

1 0

4 0

103

1 0

153

. 9

9

AVENUE

3 5

3 5

4 2

ROSEMAR
CLEMATIS STREET & S QUADRILLE AVENUE

WEST PALM BEACH, FLORIDA

COUNTED BY: CARLOS PALOMINO

SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

T)el rav Re:ch F lOrida 33444

Phone (551) 272-3255

ALL VEHICLES

Site Code : 00130048

start Date: 04/09/13

File I.D. : CLEMQUAD

Page : 1

rtl

u'rurn Lef! Thru Righr I uTurn tref! Thru Righl I trlurn Lefr Thru Right I uTurn lJefr Thru Righr

Dale 04/09/11

S QUADRILLE AVENUE

From North

I CLEMATTS STREET

l -

Ir.rom HasE

1

1

3

ls guennrr.LE AvENUE

lFram anrrFh

lcr,eultrs STREET

t -

l r,rom wesE

Total

07:00

07:15

07:30

00243

012L0

012t2

1 I 64 1 0

0 5 85 6

05138J.6

5

1"0

L 2

5

6

1 1

6

]-25

133

208

232

z

3

0

0

U

1

1

1

J

0

0

0

07:45 O 2 33 3 | 0 r-r- 133 21- | 2

Hr Total 0 499 B l 3 3 10 |

t 2e 420 s3l a l z l

0 3 r.1 4 |

o 3 1,e 5 l

7 e 1 l

08:00

08:15

08:30

08:45

598

z3>

240

200

2Q6

2 8

U

2

z

5

3 8

3 4

3 2

3 3

A

n

0

n

0

1

0 4 L4 9 l

4 I 7 l

o 4 I 7 |

o 2 I O l

> tzz

14 T2O

9 108

4 7\3

L >

1-8

1 1

1,7 0 4 l_s 4 l

Hr Total

16:00

15: 1-5

15:30

16 :45

q l 1 3 L37 0 14 38 23 | 36 463 6q I

I 0 17 54 151 885

0

0

o

3

5

1

1

1

1 5

1 3

1 9

6 4

5 3

5 5

5 5

?

7

1 0

08249

0 5 19 I

0 10 2t 8

04235

0 3 13 4

0 6 15 7

rz o /

a+ I z

972

757

241

2L5

240

0 s 27 1ol e l o 4 1s 3 l 205

Hr Tot,al

17:00

17:15

17:30

15 239 z. I 0 28 8s 3sl 42 268 s7 l 0 1,7 67 19 |

0 1 21 131

q l

- l

- l o l

901

268

232

203

189

o 0 e1 8 l

0 s 77 7 l

0 2 57 7 l

0824

0 9 1 9

L2 62 14 |

e 67 13 |

s 58 131

3 52 151

01L4

0 1 1 3

L4 l

r l o l 0

0

3

0 s r7 e l

L'7:45 0 4 62 3 | 0 3 1Z 7 |

- t

U J LZ 5 I

Hr Total 0 11 287 25 I 0 25 77 361 29 249 5s I 0 6 60 2e I 892

*TOTAL* 67 I 233 ro4 | 135 14OO 230 | 209 I

of I 337 5
CLEMATIS STREET & S QUADRILLE AVENUE

WEST PALM BEACH, FLORIDA

COUNIED BY: CARLOS PALOMINO

SIGNALIZED

Traffic Survey Specialists, fnc.

624 Gardenia Terrace

f)cl rav Rear-h F f Orida 33444

Phone (551) 272-3255

ALL VEHICLES

Site Code : 00130048

Start Date: 04/09/13

File LD. : CLEMQUAD

Page : 2

S QUADRILLE AVENUE

From North

I CLEMATTS STREET

l!'rom sasE.

I s euannrlI,E AVENUE

lE'-^- Qnrrt. h

lcr.ruarrs STREET

l I.rom westr

ttl

u'furn LefE Thru Rlght I U'Irrn rJeft Thlu Right I r[urn IJefE Tbru Right I uTurn Lefr Th.Iu Righr

DaEe 04/09/11

Peak Hour Analysia By Enti.re htersectior for the Period: 0?:00 Eo 09:00 on 04109/13

Peak st,arL 07 : 3 0

Vo1ume09126]-2

Percent 0* 6+ B5t 8 t

Pk total L47

Highest 08:00

Vo1umeO2384

Hi total 4 4

PHF .84

S QUADRILLE AVENUE

L 2 L25 1 0

513

2 L

t 2 L25 544

:-47

CLEMATIS STREET

5er t

I

-t ALL VEHICLBS t- |

Total

07:30

0t24421

0t 15t 57s 27*

08:00

04]-49

2 7

.7r

07:30

0 39 513 7 4

0t 6t 82t 12*

6Z|o

07 :45

0 11 133 2 L

155

.95

07:30

o

0 *

6 9

08:15

n

2 8

.62

10 47 L 2

L4Z 68t L7Z

3 9

4 4

I 2

9 5

] 

',-rr!'E..'.,.LL'1D 

F;

rl l l

I i.- 207 L

I

69 | Intersection Tota1

I 919

l l I

I .7-7 a

4 4

4 4

1 0

1 0 7 2

I 2

4 7

4 7 9

4 7

1 4

T 2

130

L 2 CLEMATIS STREET

77 6

626

L2'l. 391. s131. 7 4

L25

I 2

150 3 9

S QUADRI AVENUE

513
CLEMATIS STREET & S QUADRILLE AVENUE

WEST PALM BEACH, FLORIDA

COUNTED BY: CARLOS PALOMINO

S IGNALI ZED

Traffic Survey Specialists, Inc.

524 Gardenia Terrace

I)el rav Rcech r'lOrida 33444

Phone (551) 272-3255

ALL VEHICLES

site Code : 00130048

St,art DaLe : 04 / 09 / 1 3

File I.D. : CLEMQUAD

Page : 3

S QUADRILLE AVENUE

From North

CLEMATIS STRBET

I CLEMATTS STREET I s euannrr,LE AVENUE

I From East I rrom South

I I

lcr,nuerrs STREET

t -

II.rom wesE.

I

uturn Lefr Thru Rigtrt I ururn Lef! Thru Right I uTurn Lef! Thru Righ! uTurn l,eft Ttru Right Total

Dare 04/09/13

Peak sour hnalysis By Entire Inlersection for Ehe Period: 16:00 to 18:00 on 04/09/13

Peak start l-6 : 3 0

Volume 0 11 290 30

Percent 0* 3t 88t 9 t

Pk total 331

HighesL 17:00

Volume00918

Hi toEal 9 9

PHF .84

S QUADRILLE AVENUE

290 1 1

3 0 290 1 1 308

331

16:30

o 32 85 3 8

0* 2I* 55t 25*

155

17:00

0824]-4

4 6

.84

3

I t

353

.LO: J U

1

101

.87

37 258

10* 73*

1,2

258

3 8

258

16:30

012

0* 11*

105

17:00

0 1

3 5

.76

55 2 8

62* 26\

7 2

5 5

16*

1 9

3 0

4 0

8 5

3 0

155

63e I

I 

t t

-t ALL VEHTCLES | -l "H'rrrr''E''1\-L''BD -

Et=

tll

| 

,ut 287 L 3 2

'lt10 6 | lntersect ion Total- | 

-

I e4s 

I 

r32

l l

8 5

L 2

I 2 3 2

6 6

6 6 1 1

5 6

5 5

2 8 tll

r -

I CLEMATIS STREET J 703

3s3

2 8

3 2

290

2 B

.40

350 4 0

S QUADRILLE AVENUE

258
DATURA STREET & ROSEMARY AVENUE

WEST PALM BEACH, FLORIDA

COUNTED BY: MARISA CRUZ

NOT SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 2'72-3255

ALL VEHICLES

Site Code : 00130048

Start Date: 04/09/13

File I.D. : DATUROSE

Page ' 1

rtl

ururn r,€fr Thru Righ! | Ixtuln Left Thru Right I ururn IJef! Thru &ight I r[urn Left Thru Righr

Dare 04/09/13

ROSEMARY AVENUE

From North

lneruna STREET

t -

|l.rom !;asc

^ l

50zl 0 3 3 1 l

Inosuuanv AvENUE

t -

l!rom SouEn

1

0

loaruna STREET

I From West

IULdf

07:00

07:15

07:30

O7 245

0020

0051

0052

041

uoa

r40

8

1 5

21,

2 2

z o

4 0

4 9

6 3

0

1

0

027L

0 3 13 0

3 l 0 2 77 1 l

Hr Tot,a1

08:00

* z v

o 2 1 1

3 7

3 1,4

10L4

002L

0 0 1 0

4 l

1 l

1 l

o l

9

1 1

5

9

a l _ l

3 l

o l

3 l

I 2

2 5

2 2

b U

5 5

6 8

7 5

315 4 l 0 11 4 4 2l t78

08:15 0

08:30 0

U

U

L

z

1

1

1

U

0

0

0

2

3

5

J

0

2

08:45 O 2 13 0 | 0 0 L7 2 l 3 I

Hr Total 0 10 45 ^ l z l 1 0 8 1 ^ l 3 5 z l 1062 8 l 8 l zo6

' * BREAK

15:00

16:15

15:30

L6:.45

02260

00L7 1

42222

03220

0 l" 15 1

0 2 16 0

0 0 11 0

U5124

0194

0

n

2

2

3

3

4

z

1

1 8

1 9

L 1

2 8

8 8

d U

7 6

o 2 24 2 l O I 0 0 17 2 l 0 s 13 2 l 9 8

Hr Total1?:00

17:15

17:30

L7 :45

0 6 8 9

0

0

n

0671

0 2 t-9

0 1 1 9

v z J.b

4 0

4 7

2 8

J l

^ l z l

a l _ l

r l

7 9

3 2

2 5

3 4

2 3

7 l

a l _ l

^ l z l

1 l

0 l

^ l r l

1 l - l

n l

- l

1 1

9

I

342

L2L

L23

106

1 0 0 11 45 10 |

3

t_

n

U

0

5

3

5

0

n

3

1

2

2

15 3 | 0 4 13 0 | 4 7 5

Hr Total t31 10 l 4 I

t-5 1r4 7 l 096'7 4 l _ l 3 7 | +zs

*TOTAL* 285 ZL I 243 I

zv I

zoo Lel 207 I

zYl L2T3
DATURA STREET & ROSEMARY AVENUE

WEST PALM BEACH, FLORIDA

COUNTED BY: MARISA CRUZ

NOT SIGNALIZED

Traffic Survey Specialists, Inc.

524 Gardenia Terrace

T)el rav Rcar-h F lorida 33444

Phone (561-) 272-3255

ALL VEHICLES

Site Code : 001-30048

start Date: 04/09/13

File I.D. : DATUROSE

Page : 2

ROSEMARY AVENUE

From North

0 10 45 2

Percent 0 * 18 t '7 9* 4\

Pk total 57

Highest 08:30

Vo1ume03].40

Hi total 1 7

PHF .84

DATURA STREET

1 0

1 0

08:00

0 4 35 2

0* 10* 85* s $

41,

08:00

019r

1 1

.93

I oeruna STREET

I From East

laosnuanv AVENUE

t -

lFrom souE,n

I DATURA STREET

t -

l t.rom wesc

I

IJIurn Left Thru Rignt UTurn Lef! Thru Righ! uTurn Lefr Thru RighE UTurn Lef! Thru Righ!

DaCe 04109/11 -- -

Peak gour Analysis By Enlire Intersection for the Perlod: 07:00 !o 09:00 on 04/09/13

Peak start 08:00 08:00

10628

1t 0t 87t 11t

7 I

Volume

Total

08:00

0 1 0

0t 10t

Y Y

08:30

0 3

3 0

.82

81 B

82* 8 t

08:15

0 0

2 L

.85

21,

ROSEMARY AVENUE

4 5 1 0

4 5 1 0

5 7

. 1

1 0

6 2

2

2 7 4

62t3 B

1

3 5

2

131 

t 2 

2

I

. ALL VEHICLES

| | 

41 3s 

3 s

lrrl

l14

I L37 140 

L 

4

I

8 1

'll

99 | intersection Total- | 10

| 268 | 99 8 1

ll t l l-8

8 1

ll l e

t -

I DATURA STREET

J ]-28

7 T

4

4 5

B

5 7

ROSEMAR

I

AVENUE

6 2
DATURA STREET & ROSEMARY AVENUE

WEST PALM BEACH, FLORIDA

COUNTED BY: MARISA CRUZ

NOT SIGNALIZED

Traffic Survey Specialists, Inc.

524 Gardenia Terrace

Delray Beach, Florida 33444

. Phone (561) 272-3255

ALL VEHICLES

site code : 00130048

Start Date: 04/09/13

FiLe I.D. : DATUROSE

Page : 3

ROSEMARY AVENUE

From North

UTurn Left Thru Right

Volume 0 15 139 9

Percent 0t 9t 85* 6 t

Pk total 153

Highest 17:15

Volume06474

Hi t,otal 57

PHF .7L

DATURA STREET

16 11-9 7

l1t 84* 5 t

ROSEMARY AVENUE

]-39 1 5

139 1 5

153

T 6

139

7

. 5

L62 5

AVENUE

loaruna STREET

l r.rom EasE

I

InosrMARv AVENUE

lFrnm Qnrrt-h

I

lneruna STREET

l r. rom wesE

I

I Uturn Left Thru Right I ururn Left, Thru Rj-ght I Uturn Left Thru Right

Dare 04/09/13

Peak llour Analyais Ay Enlire Interaection for lhe Period: 16:oo !o 18:OO on O4l09/13

Peak start L6:45

Total

15:45

0 t

17:00

4 I

.87

15 :45

o12

0t 20*

5 1

16:45

0 5

2 0

.76

ao: t l

0 5

0t 5 *

8 2

17:00

0 2

2 2

.93

'7 'l

87t

1 9

7 *

1

427

69* 1l_ *

I 2

7 I

7

9 9 0

7 t

5

119

9

133

253r7

t ' . ALL VEHTCLES | 

. 119

| 742 rre I '

lrtl

l1]-6

I re4 205 L L5

I

I 2

I 2

4 2 'lt

t l 6I I Intersection Total I f S

.144816342

ll t l l e

4 2

ll t l l e

I OATURA STREET

r 244

8 2

ROSEMAR

7 L
i

<?

],

'lo,

p

$

Sar6v

tn l qsr Ad d{ bcLu ( F7o Gd q.-

AEci t Dq ,2;ora

Jra,1,w VJy'. Ltt.s Qa\ofl"ho

.rubf tt*r.i)sd

CP f-
DATURA STREET & S QUADRILLE AVENUE

WEST PALM BEACH, FLORIDA

COUNTED BY: LUIS PALOMINO

NOT SIGNALIZAD

Traffic Survey Specialists, Inc.

524 Gardenia Terrace

Tlcl rev Re:nh ElOrida 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code : 00130048

sLarL Dat.e: 04/09/13

Fi-le I.D. : DATUQUAD

Page : L

t l

lltlrn Lef! Thru Right I Itfurn left I'hru Right I Ururn Lef! thru Right I Ururn Left Thru Righr

Dale 04/09/13

S QUADRILLE AVENUE

From North

I oeruna STREET

|t.rom .Ejastr

I S QUADRILLE AVENUE

t -

l from SouEn

0

2

1

IDATURA STREET

|!,rom wesc.

U

4 l

TotaI

LL4

t-3 5

200

z+>

07:00

07:15

07:30

0124 1

0 1 19 0

022L0

01]-2

0240

004L

71,

9 2

155

158

9

1 8

5

4

1 8

n

n

0

1

1

3

O'7:45 0 2 36 1 | o 2 3 3 l

Hr Total 0

08:00

08 : l-5

08:30

0437

0142

o 4 3 L

512 - l o l

0 10 4 I I

3 6 4 l

o 0 4 2 |

0 1 10 4 |

6 100 a l z l

4 l

i l

1 l

476

132

t-4 tL20

L32

42 1

- t o l

1 l

698

241

237

222

ztr

3 1

1

0 z

1

3

1 9

rf,

J A

2 2

0174

08:45 1 3 34 0 |

o s 1s 2 |

o 2 27 2 l

001381

Hr Total L 1,2 1,44 b l 0 t4 24 181 52s 90 T 2 | 0 I 63 131 931

* BREAK *

15:00

15:15

15:30

1

J

15:45 2 3 71 1 I

2367

]-458

1366

3 85 6

281 9

4 81 6

L 0

1 1

9

3

6

6

1 0

1 9

1 1

L 2

2 4

U

1

0085

0354

0254

21,L

195

203

4 s'7 L2 | 0 3 e 6 l 2L2

Hr Tot.a1 6 13 252 e l

- l

o l ' l

r l

r l

c l

4 0 5 5 z3 I 13 304 33 | 0 8 27 191 822

L7:00

17: 1 5

17:30

17 245

1 1

1

1

0

0

0

7

6

I 2

1

lt_0

8 9

5 5

6 4

0 e 26 e l

0 12 23 4 l

0 7 36 7 |

0 1r_ 13 4 |

1,2 79

5 7 8

5 b /

464

0 o 6 7 l

o 3 6 6 |

0 s s 8 l

258

234

2L8

0 0 6 3 l 1,7 ?

Hr Total 328 7 l 0 3e 98 24 | 24 288 I

zol 0 8 23 24 I AgZ

*TOTAL* zv I 200 73 1 5 4 1593 1q] |

I

oz I 3348
DATURA STREET & S QUADRILLE AVENUE

WEST PALM BEACH, FLORIDA

COTNTED BY: LUIS PALOMINO

NOT SIGNALTZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 272-3255

ALL VEHICLES

Site

Start

f r-1e

Page

0013 0048

04/09/L3

DATUQUAD

2

Code :

Date:

I.D. :

S QUADRILLE AVENUE

From North

loanna STREET

I From East

I S QUADRILLE AVENUE

lr:-^- CarrFl'r

IDATURA STREET

t -

l t.rom westr

ttl

ururn r,eft r'hru Right I ururn Left Thru Right I nTrrn lefr Thru Righr I ururn r,eft thru Righr

Dare 04l09/rl .. .

Peak gou! Analysis By Entire IntersecEion for the Period: 0?:00 to 09:00 on 04/09/13

Peak start 07:45

Volume 0 11 l^46 7

Percent 0t 7* 89t 4 *

Pk total L54

Hlghest 08:00

Volume04374

Hi total 4 5

PHF .91 .91

S QUADRILLE AVENUE

l.46 1 1 1 0

551

L 7

'r'ot'ar

u / : + f

015t7I7

0r 31t 35* 3st

4 9

08:00

0 10 4 I

2 2

.56

07 :45

0 10 58 9

08 11t 78t 10t

8 7

08:30

o2212

2 5

.87

021s818

1 1 578

L2 l - ss1

07 |45

1 1 1

0t 2 *

o* v

07:45

5s1 8 6

85* 13*

7 L46

L64

15il.

l.46

9

I70

DATURA STREET

L 2

L 7

7

3 6

| 742 

[

I rt

-l ALL VEHTCLES | - Atrl_l - v lart J_ \-IrlaD | 

-

ll4sl7

1l I

| 

123 2r4 L 1s

'rr_

g7 | rntersection Totar | 

-

| | e4e 

| 

16s

l l

L 7

1 0

1 0 1 5

5 8

6 8 1 1

5 8

8 6 rrl

l l t -

I DATURA STREET J 819 _ t

649

T 2

S QUADRI LE AVENUE

551
DATI'RA STREET & S QUADRILLE AVENUE

WEST PALM BEACH, FLORIDA

COUNTED BY: LUIS PALOMINO

NOT SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 272-3255

ALL VEHICLES

site Code: 001-30048

start Dare: 04/09/13

File LD. : DATUQUAD

Page : 3

loaruna STREET

I lrom East

I

UTurn Left Thru Rioht I UTurn Left Thru Rioht

Date 04l09/L3 -

Peak Hour Analysis By Ent,ire Int,ersec

Peak starL 16:45

Volume 3

Percent 1t 2* 95* 1 t

Pk total 348

Highest 17:00

Volume 1 l" 110 0

Hi t,ot,aI L72

PHF .7 8

S QUADRILLE

S QUADRILLE AVENUE

From Nort.h

I s eueonrlln AVENUE

l trom uouEn

I

I uturn Left Thru

tR'F'Yhr

IDATURA STREET

t -

l from wesE

I

I

12iflhf I lTTtt-- T.afl- 'l'hrrr Pidh|-

7 335 3

138

t,ion for t,he Period: l-5:00

L6:45

0 37 109 3 0

0t 2L* 62* 17t

L75

17:30

o 7 35 7

5 0

. B B

18:00 on 04/09/13

l-5:45

2 24 287

1* 7* 82t

344

l-7:00

I 12 7 9

9 9

.87

AVENUE

1 0 1 1

2BL

3 0

E O

11t

7

16 :45

0 1 1

0t t7+

o *

L6 :45

1 8

.89

26 2 7

4L%tt 422

- 3

3

33s

335

DATURA STREET

2 6

109

3

670 

[

I

_l ALL VEHICLES r-- I

] 

-r{!rr v'ernJ-urrraD 

Fa

rl l l

l ,o,

1 0 322

348

743

344

37 lt- 251- 28r

33s

2 7

399

3 0

109

109

3 7

3 7

1 0

73 2 5

3 7

DATURA STREET

1 1

1 1

2 6

' l

64 | f ntersect ion Tot,al-

| 932 t l

l -

J '7 A')

2 6

2 7

2 7

2 6

S QUADRI LE AVENUE

28r
(>U +

I

l.g, I

I

lal 

ll<+'

I

+

SaSSerS

Ql Ass

tu6vr KS rlftl t1 +

WSST (|t,^,{.' VcW tvlAr:dc,*

tA-gri L 0q ,ir)r3

J r^.^r,t, d 5, Luist ftt-[or*i yr o

rndf 6;tnoJlz-eA
EVERNIA STREET & ROSEMARY AVENUE

WEST PALM BEACH, FLORIDA

COUNTED BY: WAYNE ASSAM

NOT SIGNAL]ZED

Traffic Survey Specialists, Inc.

524 Gardenia Terrace

T)el rev Rcnch FlOrida 33444

Phone (561) 272-3255

ALL VEHICLES

site code : 00130048

Start Date: 04/09/13

File I.D. : EVERROSE

Page : 1

ROSEMARY AVENUE

From North

I EVERNIA STREET

I From East

lnosuuanv AVENUE

lE'-^- Qnrrt- h

I EVERNIA STREET

l From wesc

ttl

ulurrl Lef,t ltru Right I Ulrrrn Left Thru RighE I ururn r,efC Thru Right I uTurn Left Thru Right

Dare 0{/09/13

't otal

07:00

07 : l-5

07:30

o7 |45

0

1

o

5

9

n

n

n

n

n

n

1

1

0

n

1

2

5

8

I 2

3 1

3 6

4 0

b a

0080

0 1 15 0

002L0

0 0 10 0

0060

0040

0 1 24 0 l o 1 11 o I

Hr Total

08:00

08:15

08:30

08 :45 1

n

5

2

1

1

I 4

I 6

1 4

o l

1 l

o l

r. l

0 l

3 2

1 3

7

T 2

1 1

r l

- l

o l

o l

3 l

0 l

o l

r l

o l

1 l

o l

^ l

4 l

o l

z l

158

6 t

5 4

5 9

7 8

268

0 0 1 5

0122

017

1 3 1

028

0 0 l-5

0213

0 1 19 2 | 0 1 27 r l

Hr ToLal 2 l - l 5 1 4 3 0353 + l 0 5 6 3 sl 2s2

Ib: U U

15:15

15:30

16:45

U

0

3

0

0

0

1

1

1

U

0

5

z

J

0

0

1

2 7

3 3

2 5

1 9

8

1 8

2 0

9 7

5 3

8 6

6 Z

01252

0 3 18 1

03\72

0070

0082

0180

o 1 19 s I o o 10 o I

Hilr'ocar

17:00

17:15

I7:30

L7 :45

0044

0 1 5 3

o427

0 2 3 5

0722

012r

106

^ l . l

a l _ l

1 l

1 0 6 5 1 l

o l

o l

o l

2 I

L 6

1 5

5

1 1

I 2

r l z l

n l z l

r l

322

Lt2

L27

9 5

8 0

o 8 80 r.o I 0 1 33 2 |

o 2 22 o l o 4 L7 r-l

0

0

0

1

3

1

3

0

3

n

J

1

0 l

3 l

- l o l

s l 10 1 |

Hr Total 07L46 t l 01495 r. l 7 0 12 |

I 3 8 8l 4r4

*TOTAL* Lzl 235 10 | 27 1

'rq I

I 11s 5
EVERNIA STREET & ROSEMARY AVENUE

WEST PALM BEACH, FLORIDA

COUNTED BY: WAYNE ASSAM

NOT SIGNALIZED

Traffic Survey Specialists, Inc.

524 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 272-3255

ALL VEHICLES

site code : 00130048

St.art Date : 04 / 09 / L 3

File I.D. : EVERROSE

Page : 2

EVERNIA STREET

From West

UTurn Left Thru Riqht, I UTurn Left, Thru Riqht I UTurn Left Thru Rioht Ulfurn Left Thru Rioht I total

Dale 04l09/r3

Peak gour Analysis By Enlile Inlerseclion for lhe Period: 07:00 lo 09:00 on 04109/13

Peak start 08:00

Volume01512

Percent 0t 2* 94* 4 +

Pk total 54

Highest 08:30

Vo1ume00161

HT EOCAI I I

PHF ,79

ROSEMARY AVENUE

ROSEMARY AVENUE

From North

EVERNIA STREET

EVERNIA STREET

From East

lnoseuenv AVENUE

Itrrnm Rnrrl-h

08:00

0 t

5 5

08:00

0

l_8

08:00

0

0 t

7 0

08:15

o

2 3

.76

08:00

0t 7 *

'73

08:45

0 1

2 9

.53

9433

16* 78t 5 t

5 1

5 1

9

5 1

5

. 3

5 5

3634

4t 90t 6 t

5

6 3

3

7 0

6 3

6 8

EVERNIA STREET

63 5

86t 7 +

2 1 I

3

4 3

2

4 B

I25 [

I

_l ALL VEHTCLES r- |

] 

' ,*rrL vr1'trlrLLrEJD 

F,

I ",, ,,1, L

5 4

135

4 3

4 3

5 3 I

7 3 | Int,ersect ion Total

I zsz

l l

l l

I 12E

5 3 I

6 3

4

ROSEMARY AVENUE

6 3
EVERNIA STREET & ROSEMARY AVENUE

WEST PALM BEACH, FLORIDA

COUNTED BY: WAYNE ASSAM

NOT SIGNALIZED

Traffic Survey Specialists, fnc.

524 Gardeni-a Terrace

Delray Beach, Florida 33444

Phone (551) 272-3255

ALL VEHICLES

si.te code : 00130048

Start Date: 04/09/13

F1Ie I.D. : EVERROSE

Page : 3

ROSEMARY AVENUE

From North

EVERNIA STREET

6

9 8

I

I nvenxre STREET I nosnueny AVENUE

I From East I rrom South

l l

I EVERNIA STREET

I From West

I

tllurn left rhru Righl I Ururn Lefr Thru Righr I Ururn Left Thru Right J UDurn r,efE rhru Right Total

Dale 04/09/13 ---. -

Peak lrour Analysis By EnEire Intersection for the Period: 15:00 ro 18:oo on O4/09/r3

Peak start 1"5 :45

Volume 0 5

Percent 0* 3 t

Pk total 153

Highest 17:15

Volume01534

Hi total 58

PHF .7 O

ROSEMARY AVENUE

8

150

150

t-53

l_50 8

92* 5*

15:45

0 t

r_08

l-7:00

5 t

.73

15:45

n

0 t

9 4

1,7 : t 5

2 7

.87

6 7 4

6t 792

7 4

1 0

9 t

2

qe n

91t 0 *

15:45

0 5

0t L2*

5 1

1-7:30

0 3

1 8

-7I

38 7

752 142

L 4

15t

2 I 3

6

7 4

0

8 0

IT2

243 

[ o 

o

. ALL VEHICLES I

llroseseB

lll

| | 1 0

| 153 15s 

L 

1 0

I

3 8

'll

t l

51 | Int.ersect ion Total- | S

| 4]-6 | st 38

ll l l l u

3 8

l l

I EVERNIA STREET J 26L

9 4

1 0

150

7

L57

. 6

6

AVENUE

I 4

ROSEMAR

7 4
4$v f

p|H 2

=t'

WebT Pa("M Vcl,Floc;cl cL

Arflc; L Dq (4\3

Jra*ut b1'.[-,i. P^tot.{i rto

fbTS'rgno.;4r'{
EVERNIA STREET & S QUADRILLE AVENUE

WEST PA],M BEACH, FLORIDA

COUNTED BY: MAURICE GOMEZ

NOT SIGNALTZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (551) 272-3255

ALL VEHICLES

sit,e code: 00130048

Start Date: 04/09/t3

File I.D. : EVERQUAD

Page : 1

rtl

lEurn Left rhru Righr I Ururn Left Thru Rigbt I Uruln Left Ttrru Righ! UDurn ',efts Thru Righr

Dare 04/09/13 . . -

S QUADRILLE AVENUE

From North

2

U

1

2

I eveaura STREET

I From East

I s euaonrllE AvENUE

t -

l trom SouEn

lrvenxra STREET

I From West

07:00

07 : l-5

07:30

07 :45

2 1

2 I

4 0

1

n

n

n

n

n

n

n

U

0

2

2

n

1

7

5

3

7

1

n

1-

z05

372

UtJZ

0 2 75 6

011054

02L656

]-29

1-5 0

21,0

3 r-0 1 I L 4 LB2 !6 I 270

Hr Total 104 1 l

a l _ l

r l - l

a l z l

2 2

5

L 2

1 0

2 I

B 3 1 e l 759

1 l

a l z l

r l

e s2B 32 |

08:00 0

08:15 0

08:30 0

243

L44

L29

08:45 0 4 4L f I

o 3 !6e lol

o o 161 L2 |

o 2 ]-62 1-4 I

o o 1s3 zo I

J

1

4

0

U

n

1

3

4

1 0

I

1 0

10 3 |

31 2s3

:l 24e

ol 235

. l

f I zoz

Hr Total 0 I 157 a l 3 8 7 l 0 5 645 s6l I aqa

r BRE]AI< * -'

+ d

15:00

15: 1-5

IO: J U

01822

L269 1

0 0 77 1

07152

0 9 10 3

1,72234

0

4

1

j

9 4

B 8

8 8

6 6

4

8

I

1 E

222

zuL

224

211

0173

0451

0063

L62450384r1 o 7 19 q l o 4 6 1 l

Hr Total

l-7:00

17:15

17:30

0 3 ),23

05101

0 1 7 9

6 31-2 s l 1 3s 67 13 I

o 11 32 t I

o e 25 5 l

o I 20 s l

o 8 2L z l

o 9 24 el 862

o 3 r l

o 2 10 + l

o o 14 2 l

- l

^ l z l

n l

336

8 7

7 7

7 7

6 2

ro I

+ l

15 I

1-4 I

13 |

275

259

zzz

202

0

0

0

0

1

!'7:45 o 3 75 o I z o 1 i.o s I

Hr Tot,al 0 L2 378 o 35 98 20 | 303 47 1 o 3 37 12 I

>fd

*TOTAL* 9s1 1a I

I 234 a.A I 3 0 ]-8L2 LtL I 5z I 3578
EVERNIA STREET & S QUADRILLE AVENUE

WEST PALM BEACH, FLORIDA

COUNTED BYr MAURICE C'OMEZ

NOT SIGNALIZED

Trafflc Survey Specialists, fnc.

624 Gardeni-a Terrace

Delray Beach, Florida 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code: 001-30048

Start Date: 04/09/13

File I.D. : EVERQUAD

Page : 2

S QUADRILLE AVENUE

From North

lnvnRr'lre STREET

I Frnm F:qf

I

UTurn Left Thru Right I Uturn Left

I s euapnrllE AVENUE

I From South

I

I

Thrrr Fiahl- | ttr'1;11 Left Thru

I EVERNIA STREET

I From WesL

I

Di^ht. I rr.r"'-- T.6f|. .r'hrrr Di^l-'|-

tvrqtrr

Dare 04109/I3 -

Peak Hour Analysis By Entj-re Int,ersec

Peak start A7:45

Volume 0

Percent 0t 4* 92* 4*

Pk total L59

Highest 08:00

VolumeO2434

Hi t,ot,a] 49

PHF .85

t,ion f or t,he Period: 07 : 00

O7 :45

0 11 38 5

0& 20+ 70t 9 t

5 4

07 :45

0 3 10 1

I 4

.96

S QUADRILLE

to 09:00 on 04/09/L3

07 :45

1 0 5

0? 10t

4 8

08:15

0l1 5

.75

o f,f,o I

5 5

349

7L* 19t l0t1*

| 736

I ot t+s

lr4

| 203

| .sr

AVENUE

574

92*

r82

5 2

7 *

- 7

7

155

155

r69

11il.

r55

9

176

5

674

5

684

101. 6741- 5 2

1 0

EVERNIA STREET

1 0

3 B

7

| 853 r 5

I '

. ALL VEHICLES

| | 

s4 38 

3 8

lll

I | 1 1

I ir. 

].46 L 11

3 4

'l I

48 | rntersect ion Total | 6

, I L,oo'7 | gz 3 4

ll 152

3 4

ll 152 l -

I

I EVERNIA STREET J 9I2

736

S QUADRI LE AVENUE

674
EVERNIA STREET & S QUADRILLE AVENUE

WEST PALM BEACH, FLORIDA

COTINTED BY: MAURICE GOMEZ

NOT SIGNAI"IZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (551) 272-3255

ALL VEHICLES

site code : 00130048

Start Date: 04/09/L3

F1]e I.D. : EVERQUAD

Page : 3

S QUADRILLE AVENUE

From Nort.h

I EVERNIA STREET

I Frnm traqt

15:30

139992L

1t 24* 62* 13*

150

17:00

0 11 32 7

5 0

.80

I S QUADRILLE AVENUE

From South

16:30

0 8 318 4 4

0t 2* 86* L2Z

370

16:30

0 1 88 I

9 7

345

318 .44

15:30

o625

0t 15t 52*

4 0

17:15

0 2 t_0

L 5

.52

IEVERNIA STREET

t -

l r.rom wesc

ttl

ururn Lefl Thru Right UTurn Left Thru Right u'rurn l.eft Tl]lu Righl I UTurn Lefr Thru Right Total

DaLe 04/09/13

Peak Hour Analyeig By Enlire Intersection for the Period: 16:00 to 1,8:00 on 04/09/13

Peak start 15:30

Volume 0 11 385 7

Percent 0t 3t 95t 2 *

Pk LoLal 403

Highest 17:00

Vo1ume03]-233

Hi Lot,a1 L29

PHF .78 .95

S QUADRILLE AVENUE

385 1 1 6

318

2 T

222

4

7 38s 1 1

403

4 0

3Bs

9

. B

434

EVERNIA STREET

8

9 9

7

]-]-4

748 

t 2 r I

-t ALL VEHTCLES | -l . - r+rrrr vranr_\-lraD 

[]

| | 

160 e e

ll I

I i'- r -

40 | rntersect ion Tot al- | 

-

, I e73 | e o ttl

9 9

4 0

2 5

2 5 1 1

2 5 ttl 4 4 t l

l -

I EVERNIA STREET

J 804

370

S QUADRILLE AVENUE

318
Nrf

{lril{; {

,E{erni4 <T

o

:

// \ lo- ft=F

k

u.J esr ht n r- b cLtFb (,Aa*

AgriL oq p|r ]

<IrctratbJ\ [rr.-s ktoMi fio

(trtoTbltho*ti::::x:J

I

fr l

t

t, i)'

-

=

b

d,

d l

J . q

V)
FERN STREET & ROSEMARY AVENUE

WEST PALM BEACH, FLORIDA

COUNTED BY: RICHARD MENDEZ

NOT SIGNALIZED

Traffic Survey Speciallsts, Inc.

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (551) 2'72-3255

ALL VEHICLES

site code : 00130048

Start Date: 04/09/L3

File I.D. : FERNROSE

Page : 1

I F6h'J

I FERN STREET

t -

l !rom sasE.

I

I

Right. I Uturn Left

Date 04109/I3 -

lnosruanv AVENUE

t -

lFrom Sout,h

I

Thrrr Ri ohf I lltrrrn Lef t Thru

ROSEMARY AVENUE

From Nort,h

UTurn LefC Thru

I pRRN STREET

l r,rom wesE,

I

Right I Uturn Left 'Inru R]"gnE, 'IOE,ar

07:00 O 2 3 3

07:1-5 0 0 3 1

07:30 O 4 4 L

U

1

1

1

0

U

2 0

L 2

T 4 - lJ I

4 7

6 1

7 I

350

'7L30

2L5 1

0361

0 5 13 1

07:45 1 l- 5 3 | 3lGrl o I 1,4 r l

Hr Total 715 a l O U

5 U

2 5

L 2

1 3

5

1

1

1

3

5

5

1 0

1 B

2 5

z 3

2 8

v b

9 8

5 8

v 1

15 5 0 - l

4 l 0 20 3 5 tl 226

08:00 L

08:15 0

08:30 1

0 10 I I

3 2 + l

o 10 e I

o 8 e r-l

o 5 t7 z l

o 2 3 3 l

08:45 O 2 11 + | o 3 10 + |

3

4

z

a l

- t

r l

n l z l

s l

Hr Total 2 s 33 22 | o 1e 3e i-o I 2 3 lz I 355

r BREAK * -'

- l 8 0 b l

1-5:00

15: l-5

16:30

16:45

aA -

z2 ,

178

16 1 3

U

1

1

3

9

7

4

5

2

4

02150

0 0 13 2

00260

03223

0528 1

0 6 15 6

21,

1 5

1 5

L 2

r72

105

11" 3

'lq z I 0 0 2r s l L l o s 1g Gl 101

Hr Total

17:00

17:15

L7:30

17 245

76 3sl 0275

5 1

3 4

2 5

2 7

^ l z l

r l

- l

? l

+ l

2 2

L 4

3 6

2 2

43L

\52

1s9

140

'l 14

2 7 6 3 Lz I 0 19 84 22 |

o 1 25 S l

L 4 33 24 |

- l vzz>51

o 3 1s 111

o 11 17 + |

o 6 20 e l

0 L2 t4 3 l

0

0

n

I

3

0

4

0 L3 13 8 l

q l

- l

n l - l

o l

n l

Hr Total 1 10 ee 49 | 137 L4 l o 42 G4 1el 1 8 9 4 ?o I 585

*TOTAL* zz5 114 I

z6 I 2L6 43 1 7Ll 15 9 8
FERN STREET & ROSEMARY AVENUE

WEST PALM BEACH, FLORIDA

COTINTED BY: RICHARD MENDEZ

NOT SIGNALIZED

Traffic Survey Specialist,s, Inc.

624 Gardenia Terrace

Dcl rav Rear-h F l-Orida 33444

Phone (551) 272-3255

ALL VEHICLES

Site

Start

t l--Le

Page

00r-30048

04/0e/t3

FERNROSE

Code :

Date:

I.D. :

ROSEMARY AVENUE

From North

I rnnu STREET

I Frnm Erqf

I

08:00

0 9 80 6

0t 9t 84* 5 t

9 5

08:00

0 2 30 3

3 5

.58

lnoseuanv AVENUE I

08:00

0 19 39 r_0

0t 28* 5?8 L5t

R A

08:15

05172

2 5

.68

08:00

z z3 > +

2* 18t 722

131

08:45

0 10 2 8

.78

FERN STREET

From West I from South

I

UTurn Lefl Thru Right I uTurn .Left rhru Rrghl I uTurn Lef! Thru Righ! UTurn LefE Thru Righr I ToEaI

oaEe 04/09/13

Peak Eour Analysis By Enlire InterEection for lhe Period: 07:00 to 09:00 on 0al09/13

Peak start 08:00

Volume253322

Percent 3t 8t 53t 35*

Pk tot,al 52

Hlghest 08:00

Volume 1 0 10

Hi total 1-9

PHF .82

ROSEMARY AVENUE

2 2 3 3 2 5

3 9

6

2 2 7 0

6 2

FERN STREET

r32 [

I

-l ALL VEHTCLES t- |

T2I

].,*LIJVI1.H'I\-L.E,D F T

rl l l

| 

,u, 206 L

2 5

2 5

7 2

9 t

4

3 3

1 9

8 0

2 2

8 0

8 0

9 4 I

131 | fntersection Tot.al

I tso t l t -

I 11-)

9 4 7

9 4

1 0

I 2

111

I 2 FERN STREET

122

9

3 3

L 2

5 4

ROSEMAR

.L9

1 9

AVENUE

5 8

3 9 1 0

3 9
FERN STREET & ROSEMARY AVENUE

WEST PALM BEACH, FLORIDA

COUNTED BY: RICIIARD MENDEZ

NOT SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 272-3255

ALL VEHICLES

Site

Start

Fi 1 e

Page

001-30048

04/oe/L3

FERNROSE

3

Code :

Date:

I.D. :

ROSEMARY AVENUE

From North

Peak start 17:00

volume 1 10 99 4 9

Percent lt 6* 62* 31t

Pk tota] L59

Highest L7:1"5

Vo1umeL43324

Hl total 62

PHF .64

FERN STREET

4 2

L37

4 9

228

1 8

9 4

3 0

ROSEMARY AVENUE

9 9 1 1

8

9 9

3 0

-42

L37 4 2

AVENUE

1 9

r5t

I

1 8

6 4

L 4

L25

L24

FERN STREET

I rnnx STREET

I From East

I

Inosuuenv AVENUE

t -

| t.rom SouEn

I

I runw STREET

I From West

I

uTurn Lef! lhru Righr uTurn IJef! Thfu Righr u'rum Lefr lhru Righ! | uTurn Lef! Thru Righ! Total

Dare 04/09/13

Peak Hour Analysis By Enlire hterseclior for the Period: 15t00 to 18:00 on 04109/13

17:00

0

0 t

159

17:00

n

5 5

.72

17:00

0 1"8

0* 13*

LlZ

17:30

0 5

5 0

. t L

8 137 L 4

5t B6t 9 t

l7:00

04264

0* 34* s1t

L25

L7:45

01313

3 4

.92

94 3 0

56t 2r\

4 9

4 9

25s 

t

-_] ALL VEHICLES 

d

lllse

tl l l

|"o2s3L

9 9 1 1 9 6

159

262

L 4

]-37

137

1 8

9 4

' l

I42 | Intersect, ion Tot,alI s8s r l

l l I

I 1.^1

1 1

9 4

L 9

3 0

6 4

ROSEMAR

6 4
Z/I\T \r -ry

+

.+

rn/ssT /atv,t DcV,, Ft-)rict 4

A{ci L og ,+o 13

Jra-rr bI'- Ltrls fhtort. no

il,oT S(tna-UrEA

J
FERN STREET & S QUADRILLE AVENUE

WEST PALM BEACH, FLORIDA

COUNTED BY: MAXrE ESPINOSA

NOT SIGNALIZED

Traf f 1c Survey Speci.ali.st,s, 1nc.

624 Gardenia Terrace

Delray Beach, Fl-orida 33444

Phone (551) 272-3255

ALL VEHICLES

site code : 00130048

start Date: 04/09/L3

File I.D. : FERNQUAD

Page : 1

ttl

ururn Left Thru Righ! | Ixrurn r,ef! Thru Righl I LrTurn r,ef! Thru Right I rEurn Left Thiu Right

Dale 04/09l13

07:00

07:15

07:30

2

1

1

r l

o l

8 0

109

1,62

191

Total

L25

150

221,

282

S QUADRILLE AVENUE

From North

I renw STREET

I From East,

I s guaonrll.E AVENUE

t -

l i.rom soutrn

1

0

0

0

1

4

I FERN STREET

I From West

n

U

0

00204

00222

U T LI A

0

t1

a

1 1

9

5

2

3

5

1 1

0

1

5

b

1

1

1 1

R

z

O7:45 O 3 39 S I

Hr Total- 0 4 es 1sl 2 9 1n I

I

0 4 3s r.0 I o 3 15 2 l

1 1 542 a l

3 7 4 l

2rl L 2 2 I I t 6

283

290

269

08:00

08: l-5

08:30

0 5 3 9

0 3 3 0

2 e z l

o r" 8 3 l

o 1 12 s l

0 8 L77 L4 |

o 10 168 1Bl

o 3 l-53 : l

o 4 1s6 111

o 3 20 e l

o 5 13 6 l

o 10 L7 e l

s l

r l

08:45 0 3 41 2 |

Hr Total 0 1-5 145 18 | o 7 45 11 I o 25 664 46 | o 22 s7 27 I 1oB2

BREAK * .. .

15:00

16:15

l-5:30

01"844

1 3 70 4

0 0 85 6

0 9 11 7

o 4 10 4

o 7 15 8

1

4

I

o

4

7

8

0

0

8

at

o

5

8 5

8 3

8 8

1 1

t-5

6

1 0

1 0

8

1 0

235

2r8

248

16:45 0 3 85 3 I 011851 225

Hr Total

17:00

17:15

L7:30

7 326 r7 I 0 21. 54 25 |

r v 328 z5 | 2 ? 925

JJ.J

zoo

z5 L

4 2 I

o r- L22 11 |

o G e7 e l

0 5 8 3 ^ l z l

L7:45 0 1 82 S I

o 6 16 11 I

o 6 7 ro I

0 9 1-7 9 l

0 5 1t- s I

0

9

5

9

9

1

0

0

0

4 L

2 L

1 5

1 9

q l

a l _ t

a l

10 76 o I

10 87 + |

8 8o : I

e 5e e l

Hr Total 0 L3 384 27 | 3 2 9 5 zv I 37 3r2 1s I o 27 sr- 39 | 1054

*TOTAL* 9s3 77 I

I

I 9 2 L846 ru5 |

r nq I 3840
FERN STREET & S QUADRILLE AVENUE

WEST PALM BEACH, FLORIDA

COUNTED BY: MAXIE ESPINOSA

NOT SIGNALIZED

Traffic Survey Speclalists, Inc.

624 Gardenia Terrace

Delray Beach, Florlda 33444

Phone (561) 272-3255

ALL VEHICLES

Site

Start

! 11e

Page

00130048

04/oe/L3

FERNQUAD

2

Code :

Date:

I.D. :

S QUADRILLE AVENUE

From North

I S QUADRILLE AVENUE

From South

UTurn Left. Thru Rioht I UTurn Left, Thru Riqht UTurn LefL Thru Rioht I UTurn Left, Thru Riqht Total

Dale 04/09/13

Peak Eour Analysis By Entire Inlerseclion for lhe Period: 0?:00 lo 09:00 on 04109/13

FERN STREET

From East

I FERN STREET

I From west

I

Peak start 07:45

Volume 0 15 1,43 2L

Percent 0t 8B 80* L2Z

Pk total I79

Highest 0B:00

VolumeO43510

Hi- total 49

Ynr , > L

FERN STREET

07 245

0 8 38 1 3

0* 14t 64* 22*

5 9

08:00

0 3 r_5 2

Z L

.70

2 L

S QUADRILLE AVENUE

I43 1 5

743

O7 :45

o

0 *

770

07 245

U

206

.93

25 699

3t 91*

+ o

5 Z

1 1

4

4

07 :45

0 1 8

0& 2L*

8 7

08:15

n ?

3 2

.68

48 2 r

55t 24*

tvt

2 I 1 5

:-79

l- 942

770

t_8

699

1 3

730

699

109

FERN STREET

| 909 r

I

I

-t ALL VEHTCLES t- |

] 

-r+L'rr v.o''r.\-!,aD 

[ 

, ,

rl l l

|"'1G8L

1 3

2 5

3 8

2 I

B 4 3 8

3 8

1 8

1 B

4 8 I

87 I Intersect ion TotalI 1,095 t l

l -

I .,A1

4 B 1 5

4 8

4 6

2 L

2 I

I

I43

2 L

!72

2 5

2 5

S QUADRI LE AVENUE

599
FERN STREET & S QUADRILLE AVENUE

WEST PALM BEACH, FLORIDA

COTNTED BY: MAXIE ESPINOSA

NOT SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 2'72-3255

ALL VEHICLES

site code : 00130048

start Date: 04/09/13

File I.D. : FERNQUAD

Page : 3

S QUADRILLE AVENUE

From North

I runN STREET

I k7^m kact

I S QUADRILLE AVENUE

I s-^- anrrFh

tr rvrr,

I FERN STREET

l r,rom wesE.

t l

ururn Left Thru Rj.ghl I urun Lef! Tbru Righl I uTurn Lefl Thru Righl ururn teft Thru Right

DaEe 04l09/73

Peak qour Analysis By Entire Inlelseclion fo! lhe Period: 15:OO !o 18:OO on 04/09/13

I totat

Peak start 17:00

Volume 0 13

Percent 0* 3t

Pk total 424

Highest L7:00

Volume 0 1-

Hi total L34

PHF .7 9

FERN STREET

3 8

9 6

2 7

384 2 7

91t 5 t

L22 1 1

17:00

0329620

0t 22* 65t 14*

148

17:00

094]-9

5 9

.53

l-7:00

1 37 3t2 1 5

0t 10* 8st 4 *

355

17:15

0 10 87 4

101

.90

2 7

3L2

2 0

17:00

0 27 5r- 3 9

0t 23* 44* 33*

tL7

1-7:30

09L79

3 5

.84

2 7

S QUADRILLE AVENUE

384 1 3

2'7 384 1 3 359

424

820

35s

321|1 . 381. 3L2

384

3 9

4s5ll 38l 3r2

161

r83 [

I

-1 ALL VEHICLES r- |

9 6

9 6

2 7

2 7 3 2

3 2

5 1 I

I1--7 | f ntersect ion Total

| 1 ,054 t l

l -

J arn

5 1 1 3

5l_

1 5

3 9

7 9

3 9 FERN STREET

S QUADRILLE AVENUE
uA,

'fil r I + t

rrAsT ,+

*

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CLEMATIS STREET & PARKING GARAGE JUST

WEST OF QUADRII,I,E, WEST PALM BEACH, FL

COUMIED BY: KEVIN McNALLY (V)

PARKING GARAGE VOLTJME ONLY

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

F)el r:v Rtr:nh FlOrida 33444

Phone (561) 272-3255

PARKING GARAGE ONLY

site code : 00130048

Start Date: 04/09/13

File I.D. : GARAGE

Page : 1

PARK]NG GARAGE

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CLEMATIS STREET & PARKING GARAGE JUST

WEST OF QUADRILLE, WEST PALM BEACH, FL

COUNTED BY: KEVIN MCNALLY (V)

PARKING GARAGE VOLI'ME ONLY

Traffic Survey Specialists, Inc.

524 Gardenia Terrace

Delray Beach, Florida 33444

Phone (551) 272-3255

PARKING GARAGE ONLY

Site Code : 00130048

Start Date: 04/09/L3

File LD. : GARAGE

Page : 2

PARKING GARAGE

From North

CLEMATIS STREET

0

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Dare 04/09/ 13

Peak Eour Analysia By Entire Intersecrion for lhe Peliodr 07:00 to 09:00 on O4/09/L3

Peak start 07:30

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CLEMATIS STREET & PARKING GARAGE JUST

WEST OF QUADRILLE, WEST PAIJM BEACH, FL

COUNTED BY: KEVIN McNALLY (V)

PARKING GARAGE VOLUME ONI,Y

Traffic Survey Specialists, Inc.

624 Gard'enia Terrace

Delray Beach, Florida 33444

Phone (551) 272-3255

PARKING GARAGE ONLY

siLe code : 00130048

Start Date: 04/09/L3

File I.D. : GARAGE

Page : 3

Percent 0S 30t 0& 70*

Pk total 56

Hi-ghest 17:00

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CLEMATIS STREET

0 17 0 3 9

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DaEe 04 / 09/ r.3

Peak Hour Analysis By Entire htersection for the Period: 15:00 to 18:00 on 04109/13

Peak start 17:00

Volume

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Traffic Impact Analysis

k:\wpb_tpto\1447\144772000 - aaf wpb station\report\2014-06-09_trafficanalysis.doc June 2014

APPENDIX B: VOLUME DATA INFORMATION

Traffic Impact Analysis

k:\wpb_tpto\1447\144772000 - aaf wpb station\report\2014-06-09_trafficanalysis.doc June 2014

APPENDIX C: VOLUME DEVELOPMENT WORKSHEETS AND TRIP

GENERATION FOR COMMITTED DEVELOPMENTS
Daily AM Peak Hour PM Peak Hour

Trips Total In Out Total In Out

Proposed

General Office 317,179 SF 3,245 472 415 57 442 75 367

General Commercial (Retail) 57,710 SF 4,751 58 35 23 440 211 229

Hotel 250 Rooms 2,230 168 97 71 175 114 61

Subtotal 10,226 698 547 151 1,057 400 657

Pass By

General Office 325 47 42 6 44 8 37

General Commercial (Retail) 2,138 26 16 10 198 95 103

Hotel 223 17 10 7 18 11 6

97 14 12 2 13 2 11

Driveway Volumes 3,245 472 415 57 442 75 367

Net New External Trips 3,148 458 403 55 429 73 356

Proposed Net New Trips 3,148 458 403 55 429 73 356

Trip generation was calculated using the following data:

Daily Trip Generation

General Office [PBC] = Ln(T) = 0.77*Ln(X)+3.65

General Commercial (Retail) [PBC] = 152.03 trips/1,000 square feet

Hotel [PBC] = 8.92 trips/room

AM Peak Hour Trip Generation

General Office [PBC] = Ln(T) = 0.80*Ln(X)+1.55 (88% in; 12% out)

General Commercial (Retail) [PBC] = 1 trip/1,000 square feet (61% in; 39% out)

Hotel [PBC] = 0.67 trips/room (58% in; 42% out)

PM Peak Hour Trip Generation

General Office [PBC] = Ln(T) = 0.74*Ln(X)+1.83 (17% in; 83% out)

General Commercial (Retail) [PBC] = 13.7 trips/1,000 square feet (48% in; 52% out)

Hotel [PBC] = 0.7 trips/room (49% in; 51% out)

Pass-By Capture

General Office [PBC] = 10%

General Commercial (Retail) [PBC] = 62%

Hotel [PBC] = 10%

k:\wpb_tpto\1447\144772000 - aaf wpb station\april 2014\[tgen_committed developments.xlsx]opera place

ALL ABOARD FLORIDA

COMMITTED DEVELOPMENT TRIP GENERATION

OPERA PLACE

Land Use Intensity

Multimodal/Pedestrian Reduction (3%) 3%

4/21/2014 10:12

10%

45%

10%
Daily AM Peak Hour PM Peak Hour

Trips Total In Out Total In Out

Proposed

Hotel 92 Rooms 821 62 36 26 64 31 33

Pass By

Hotel 82 6 4 3 6 3 3

25 2 1 1 2 1 1

Driveway Volumes 796 60 35 25 62 30 32

Net New External Trips 714 54 31 22 56 27 29

Proposed Net New Trips 714 54 31 22 56 27 29

Trip generation was calculated using the following data:

Daily Trip Generation

Hotel [PBC] = 8.92 trips/room

AM Peak Hour Trip Generation

Hotel [PBC] = 0.67 trips/room (58% in; 42% out)

PM Peak Hour Trip Generation

Hotel [PBC] = 0.7 trips/room (49% in; 51% out)

Pass-By Capture

Hotel [PBC] = 10%

k:\wpb_tpto\1447\144772000 - aaf wpb station\april 2014\[tgen_committed developments.xlsx]palm d'or

4/21/2014 10:12

10%

Multimodal/Pedestrian Reduction (3%) 3%

ALL ABOARD FLORIDA

COMMITTED DEVELOPMENT TRIP GENERATION

PALM D'OR

Land Use Intensity
Daily AM Peak Hour PM Peak Hour

Trips Total In Out Total In Out

Proposed

Hotel 139 Rooms 1,240 93 54 39 97 48 49

Pass By

Hotel 124 9 5 4 10 5 5

37 3 2 1 3 1 1

Driveway Volumes 1,203 90 52 38 94 47 48

Net New External Trips 1,079 81 47 34 84 42 43

Proposed Net New Trips 1,079 81 47 34 84 42 43

Trip generation was calculated using the following data:

Daily Trip Generation

Hotel [PBC] = 8.92 trips/room

AM Peak Hour Trip Generation

Hotel [PBC] = 0.67 trips/room (58% in; 42% out)

PM Peak Hour Trip Generation

Hotel [PBC] = 0.7 trips/room (49% in; 51% out)

Pass-By Capture

Hotel [PBC] = 10%

k:\wpb_tpto\1447\144772000 - aaf wpb station\april 2014\[tgen_committed developments.xlsx]the harrick

4/21/2014 10:12

10%

Multimodal/Pedestrian Reduction (3%) 3%

ALL ABOARD FLORIDA

COMMITTED DEVELOPMENT TRIP GENERATION

THE HARRICK - HOTEL

Land Use Intensity
Daily AM Peak Hour PM Peak Hour

Trips Total In Out Total In Out

Proposed

Hotel 139 Rooms 1,240 93 54 39 97 48 49

Apartments 267 Units 1,869 135 27 108 166 108 58

Subtotal 3,109 228 81 147 263 156 107

Pass By

Hotel 187 14 3 11 17 11 6

37 3 2 1 3 1 1

Driveway Volumes 3,072 225 79 146 260 155 106

Net New External Trips 2,885 211 76 135 243 144 100

Proposed Net New Trips 2,885 211 76 135 243 144 100

Trip generation was calculated using the following data:

Daily Trip Generation

Hotel [PBC] = 8.92 trips/room

AM Peak Hour Trip Generation

Hotel [PBC] = 0.67 trips/room (58% in; 42% out)

PM Peak Hour Trip Generation

Hotel [PBC] = 0.7 trips/room (49% in; 51% out)

Pass-By Capture

Hotel [PBC] = 10%

k:\wpb_tpto\1447\144772000 - aaf wpb station\april 2014\[tgen_committed developments.xlsx]central park plaza&hotel

4/21/2014 10:12

10%

Multimodal/Pedestrian Reduction (3%) 3%

ALL ABOARD FLORIDA

COMMITTED DEVELOPMENT TRIP GENERATION

CENTRAL PARK PLAZA

Land Use Intensity
Daily AM Peak Hour PM Peak Hour

Trips Total In Out Total In Out

Proposed

Hotel 96 Rooms 856 64 37 27 67 33 34

General Commercial (Retail) 3,804 SF 578 4 2 2 52 25 27

Subtotal 1,434 68 39 29 119 58 61

Pass By

General Commercial (Retail) 358 2 1 1 32 16 17

Hotel 86 6 4 3 7 3 3

Subtotal 444 8 5 4 39 19 20

43 2 1 1 4 2 2

Driveway Volumes 1,391 66 38 28 115 56 59

Net New External Trips 947 58 33 24 76 37 39

Proposed Net New Trips 947 58 33 24 76 37 39

Trip generation was calculated using the following data:

Daily Trip Generation

General Commercial (Retail) [PBC] = 152.03 trips/1,000 square feet

Hotel [PBC] = 8.92 trips/room

AM Peak Hour Trip Generation

General Commercial (Retail) [PBC] = 1 trip/1,000 square feet (61% in; 39% out)

Hotel [PBC] = 0.67 trips/room (58% in; 42% out)

PM Peak Hour Trip Generation

General Commercial (Retail) [PBC] = 13.7 trips/1,000 square feet (48% in; 52% out)

Hotel [PBC] = 0.7 trips/room (49% in; 51% out)

Pass-By Capture

General Commercial (Retail) [PBC] = 62%

Hotel [PBC] = 10%

k:\wpb_tpto\1447\144772000 - aaf wpb station\april 2014\[tgen_committed developments.xlsx]clematis hotel

4/21/2014 10:12

62%

10%

Multimodal/Pedestrian Reduction (3%) 3%

ALL ABOARD FLORIDA

COMMITTED DEVELOPMENT TRIP GENERATION

CLEMATIS HOTEL

Land Use Intensity
Daily AM Peak Hour PM Peak Hour

Trips Total In Out Total In Out

Proposed

Hotel 151 Rooms 1,347 101 59 42 106 52 54

Pass By

Hotel 135 10 6 4 11 5 5

40 3 2 1 3 2 2

Driveway Volumes 1,307 98 57 41 103 50 52

Net New External Trips 1,172 88 51 37 92 45 47

Proposed Net New Trips 1,172 88 51 37 92 45 47

Trip generation was calculated using the following data:

Daily Trip Generation

Hotel [PBC] = 8.92 trips/room

AM Peak Hour Trip Generation

Hotel [PBC] = 0.67 trips/room (58% in; 42% out)

PM Peak Hour Trip Generation

Hotel [PBC] = 0.7 trips/room (49% in; 51% out)

Pass-By Capture

Hotel [PBC] = 10%

k:\wpb_tpto\1447\144772000 - aaf wpb station\april 2014\[tgen_committed developments.xlsx]marriot

4/21/2014 10:12

10%

Multimodal/Pedestrian Reduction (3%) 3%

ALL ABOARD FLORIDA

COMMITTED DEVELOPMENT TRIP GENERATION

MARRIOT RESIDENCE INN

Land Use Intensity
Daily AM Peak Hour PM Peak Hour

Trips Total In Out Total In Out

Proposed

General Commercial (Retail) 2,420 SF 368 2 1 1 33 16 17

Apartments 89 Units 623 47 9 38 55 36 19

Subtotal 991 49 10 39 88 52 36

Pass By

General Commercial (Retail) 228 1 1 1 20 10 11

30 1 0 1 3 2 1

Driveway Volumes 961 48 10 38 85 50 35

Net New External Trips 733 47 9 37 65 40 24

Proposed Net New Trips 733 47 9 37 65 40 24

Trip generation was calculated using the following data:

Daily Trip Generation

General Commercial (Retail) [PBC] = 152.03 trips/1,000 square feet

Apartments [PBC] = 7 trips/dwelling unit

AM Peak Hour Trip Generation

General Commercial (Retail) [PBC] = 1 trip/1,000 square feet (61% in; 39% out)

Apartments [PBC] = T = 0.49(X)+3.73

PM Peak Hour Trip Generation

General Commercial (Retail) [PBC] = 13.7 trips/1,000 square feet (48% in; 52% out)

Apartments [PBC] = 0.62 trips/dwelling unit (65% in; 35% out)

Pass-By Capture

General Commercial (Retail) [PBC] = 62%

k:\wpb_tpto\1447\144772000 - aaf wpb station\april 2014\[tgen_committed developments.xlsx]meridian building

4/21/2014 10:12

62%

Multimodal/Pedestrian Reduction (3%) 3%

ALL ABOARD FLORIDA

COMMITTED DEVELOPMENT TRIP GENERATION

CLEMATIS HOTEL

Land Use Intensity
Daily AM Peak Hour PM Peak Hour

Trips Total In Out Total In Out

Proposed

Apartments 85 Units 595 45 9 36 53 34 19

18 1 0 1 2 1 1

Driveway Volumes 577 44 9 35 51 33 18

Net New External Trips 577 44 9 35 51 33 18

Proposed Net New Trips 577 44 9 35 51 33 18

Trip generation was calculated using the following data:

Daily Trip Generation

Apartments [PBC] = 7 trips/dwelling unit

AM Peak Hour Trip Generation

Apartments [PBC] = T = 0.49(X)+3.73

PM Peak Hour Trip Generation

Apartments [PBC] = 0.62 trips/dwelling unit (65% in; 35% out)

k:\wpb_tpto\1447\144772000 - aaf wpb station\april 2014\[tgen_committed developments.xlsx]evernia place

4/21/2014 10:12

Multimodal/Pedestrian Reduction (3%) 3%

ALL ABOARD FLORIDA

COMMITTED DEVELOPMENT TRIP GENERATION

CLEMATIS HOTEL

Land Use Intensity
Total In Out Total In Out

Opera Place 458 403 55 429 73 356

Palm D'Or 54 31 22 56 27 29

The Harrick 81 47 34 84 42 43

Sum 593 481 111 569 142 428

20% 119 96 22 114 28 86

10% 59 48 11 57 14 43

5% 30 24 6 28 7 21

Total In Out Total In Out

Central Park 211 76 135 243 144 100

Meridian 47 9 37 65 40 24

Marriot 88 51 37 92 45 47

Sum 346 136 209 400 229 171

20% 69 27 42 80 46 34

15% 52 20 31 60 34 26

10% 35 14 21 40 23 17

5% 17 7 10 20 11 9

Total In Out Total In Out

Clematis Hotel 58 33 24 76 37 39

25% 15 8 6 19 9 10

15% 9 5 4 11 6 6

10% 6 3 2 8 4 4

5% 3 2 1 4 2 2

Total In Out Total In Out

Evernia 44 9 35 51 33 18

20% 9 2 7 10 7 4

15% 7 1 5 8 5 3

10% 4 1 4 5 3 2

5% 2 0 2 3 2 1

AM Peak Hour PM Peak Hour

AM Peak Hour PM Peak Hour

AM Peak Hour PM Peak Hour

AM Peak Hour PM Peak Hour
VOLUME DEVELOPMENT WORKSHEET

ALL ABOARD FLORIDA

CLEMATIS STREET & ROSEMARY AVENUE

Peak Season = 1.02

Buildout Year = 2018

Years = 5

LT Thru RT LT Thru RT LT Thru RT LT Thru RT

Existing Volume (04/09/2013) 1 56 24 8 32 10 28 84 12 7 45 13

Percentage 1% 69% 30% 16% 64% 20% 23% 68% 10% 11% 69% 20%

Approach Total

Peak Season Volume 1 57 24 8 33 10 29 86 12 7 46 13

Traffic Diversion

Datura Street & Rosemary Avenue 58 3 (3) 6 (6)

Datura Street & Quadrille Boulevard 14 5

Evernia Street & Rosemary Avenue 9

Evernia Street & Quadrille 11 4

Subtotal 0 0 67 3 (3) 0 0 6 (6) 25 9 0

Committed Developments 7 2 8 2 6 1

Peak Season Diverted Volume 1 57 91 11 30 10 29 92 6 32 55 13

Volume Growth (0.5%) 0 1 2 0 1 0 1 2 0 1 1 0

Background Traffic 1 58 100 13 31 10 30 102 6 35 62 14

Project Traffic

Inbound Traffic Assignment 15% 15% 10%

Inbound Traffic Volumes 0 0 0 0 11 0 0 0 11 7 0 0

Outbound Traffic Assignment 15% 15% 10%

Outbound Traffic Volumes 16 16 11 0 0 0 0 0 0 0 0 0

Project Traffic 16 16 11 0 11 0 0 0 11 7 0 0

Total 17 74 111 13 42 10 30 102 17 42 62 14

LT Thru RT LT Thru RT LT Thru RT LT Thru RT

Existing Volume (04/09/2013) 9 35 42 12 103 48 13 45 10 40 133 15

Percentage 10% 41% 49% 7% 63% 29% 19% 66% 15% 21% 71% 8%

Approach Total

Peak Season Volume 9 36 43 12 105 49 13 46 10 41 136 15

Traffic Diversion

Datura Street & Rosemary Avenue 33 10 (10) 5 (5)

Datura Street & Quadrille Boulevard 80 12

Evernia Street & Rosemary Avenue 7 1 (1) 1 (1)

Evernia Street & Quadrille 22 5

Subtotal 0 0 40 11 (11) 0 0 6 (6) 102 17 0

Committed Developments 5 2 9 7 10 2

Peak Season Diverted Volume 9 36 83 23 94 49 13 52 4 143 153 15

Volume Growth (0.5%) 0 1 2 1 2 1 0 1 0 4 4 0

Background Traffic 9 37 90 26 96 50 13 62 4 154 167 17

Project Traffic

Inbound Traffic Assignment 15% 15% 10%

Inbound Traffic Volumes 0 0 0 0 16 0 0 0 16 11 0 0

Outbound Traffic Assignment 15% 15% 10%

Outbound Traffic Volumes 11 11 7 0 0 0 0 0 0 0 0 0

Project Traffic 11 11 7 0 16 0 0 0 16 11 0 0

Total 20 48 97 26 112 50 13 62 20 165 167 17

k:\wpb_tpto\1447\144772000 - aaf wpb station\april 2014\[vol-dev-4-16-14.xlsx]clematis_rosemary

AM PEAK HOUR

PM Peak Hour

4/21/2014 9:11

Northbound

Northbound

Eastbound Westbound

Eastbound Westbound

81 50 124 65

86

Southbound

163 68 188

Southbound
VOLUME DEVELOPMENT WORKSHEET

ALL ABOARD FLORIDA

CLEMATIS STREET & QUADRILLE BOULEVARD

Peak Season = 1.02

Buildout Year = 2018

Years = 5

LT Thru RT LT Thru RT LT Thru RT LT Thru RT

Existing Volume (04/09/2013) 39 513 74 9 126 12 10 47 12 12 44 21

Percentage 6% 82% 12% 6% 86% 8% 14% 68% 17% 16% 57% 27%

Approach Total

Peak Season Volume 40 523 75 9 129 12 10 48 12 12 45 21

Traffic Diversion

Datura Street & Rosemary Avenue 9 58

Datura Street & Quadrille Boulevard 12 (5) 5 (2) 2

Evernia Street & Rosemary Avenue 2 7

Evernia Street & Quadrille 9 (4) 4 (2) 2

Subtotal 21 0 0 0 (9) 9 0 11 65 (4) 4 0

Committed Developments 27 32 9 2 62 0 2 12 40 26 7 1

Peak Season Diverted Volume 61 523 75 9 120 21 10 59 77 8 49 21

Volume Growth (0.5%) 2 13 2 0 3 1 0 1 2 0 1 1

Background Traffic 90 568 86 11 185 22 12 72 119 34 57 23

Project Traffic

Inbound Traffic Assignment 3% 5% 2%

Inbound Traffic Volumes 2 0 0 0 0 4 0 0 0 0 1 0

Outbound Traffic Assignment 5% 2% 3%

Outbound Traffic Volumes 0 0 0 0 0 0 5 2 3 0 0 0

Project Traffic 2 0 0 0 0 4 5 2 3 0 1 0

Total 92 568 86 11 185 26 17 74 122 34 58 23

LT Thru RT LT Thru RT LT Thru RT LT Thru RT

Existing Volume (04/09/2013) 40 258 55 11 290 30 12 66 28 32 85 38

Percentage 11% 73% 16% 3% 88% 9% 11% 62% 26% 21% 55% 25%

Approach Total

Peak Season Volume 41 263 56 11 296 31 12 67 29 33 87 39

Traffic Diversion

Datura Street & Rosemary Avenue 5 38

Datura Street & Quadrille Boulevard 89 (2) 2 (1) 1

Evernia Street & Rosemary Avenue 2 5

Evernia Street & Quadrille 22 (4) 4 (1) 1

Subtotal 111 0 0 0 (6) 6 0 7 43 (2) 2 0

Committed Developments 40 60 25 2 37 2 1 11 31 11 13 2

Peak Season Diverted Volume 152 263 56 11 290 37 12 74 72 31 89 39

Volume Growth (0.5%) 4 7 1 0 7 1 0 2 2 1 2 1

Background Traffic 196 330 82 13 334 40 13 87 105 43 104 42

Project Traffic

Inbound Traffic Assignment 3% 5% 2%

Inbound Traffic Volumes 3 0 0 0 0 5 0 0 0 0 2 0

Outbound Traffic Assignment 5% 2% 3%

Outbound Traffic Volumes 0 0 0 0 0 0 4 1 2 0 0 0

Project Traffic 3 0 0 0 0 5 4 1 2 0 2 0

Total 199 330 82 13 334 45 17 88 107 43 106 42

k:\wpb_tpto\1447\144772000 - aaf wpb station\april 2014\[vol-dev-4-16-14.xlsx]clematis_quadrille

353 331 106 155

4/21/2014 9:11

Northbound Southbound Eastbound Westbound

AM PEAK HOUR

Northbound Southbound Eastbound Westbound

626 147 69 77

PM Peak Hour
VOLUME DEVELOPMENT WORKSHEET

ALL ABOARD FLORIDA

DATURA STREET & ROSEMARY AVENUE

Peak Season = 1.02

Buildout Year = 2018

Years = 5

LT Thru RT LT Thru RT LT Thru RT LT Thru RT

Existing Volume (04/09/2013) 1 62 8 10 45 2 10 81 8 4 35 2

Percentage 1% 87% 11% 18% 79% 4% 10% 82% 8% 10% 85% 5%

Approach Total

Peak Season Volume 1 63 8 10 46 2 10 83 8 4 36 2

Traffic Diversion

Datura Street & Rosemary Avenue (7) (9) 58 (72) 14 (4) (35) (2)

Datura Street & Quadrille Boulevard 13 14

Evernia Street & Rosemary Avenue 9

Evernia Street & Quadrille 8 3

Subtotal 13 9 (7) (9) 8 17 58 (72) 14 (4) (35) (2)

Committed Developments 2 1 1 5

Peak Season Diverted Volume 14 72 1 1 54 19 68 11 22 0 1 0

Volume Growth (0.5%) 0 2 0 0 1 0 2 0 1 0 0 0

Background Traffic 14 76 1 1 56 20 75 11 23 0 1 0

Project Traffic

Inbound Traffic Assignment 5% 35% 5% 10%

Inbound Traffic Volumes 0 0 4 25 4 0 0 7 0 0 0 0

Outbound Traffic Assignment 5% 5% 10% 35%

Outbound Traffic Volumes 0 5 0 0 0 0 0 0 0 5 11 37

Project Traffic 0 5 4 25 4 0 0 7 0 5 11 37

Total 14 81 5 26 60 20 75 18 23 5 12 37

LT Thru RT LT Thru RT LT Thru RT LT Thru RT

Existing Volume (04/09/2013) 5 71 6 15 139 9 12 42 7 16 119 7

Percentage 6% 87% 7% 9% 85% 6% 20% 69% 11% 11% 84% 5%

Approach Total

Peak Season Volume 5 72 6 15 142 9 12 43 7 16 121 7

Traffic Diversion

Datura Street & Rosemary Avenue (6) (15) 33 (41) 8 (16) (121) (7)

Datura Street & Quadrille Boulevard 26 80

Evernia Street & Rosemary Avenue (2) 1 (1)

Evernia Street & Quadrille 17 5

Subtotal 26 0 (6) (15) 15 85 34 (41) 7 (16) (121) (7)

Committed Developments 2 2 5 3

Peak Season Diverted Volume 31 72 0 0 157 94 46 2 14 0 0 0

Volume Growth (0.5%) 1 2 0 0 4 2 1 0 0 0 0 0

Background Traffic 32 76 0 0 163 101 50 2 14 0 0 0

Project Traffic

Inbound Traffic Assignment 5% 35% 5% 10%

Inbound Traffic Volumes 0 0 5 37 5 0 0 11 0 0 0 0

Outbound Traffic Assignment 5% 5% 10% 35%

Outbound Traffic Volumes 0 4 0 0 0 0 0 0 0 4 7 25

Project Traffic 0 4 5 37 5 0 0 11 0 4 7 25

Total 32 80 5 37 168 101 50 13 14 4 7 25

k:\wpb_tpto\1447\144772000 - aaf wpb station\april 2014\[vol-dev-4-16-14.xlsx]datura_rosemary

82 163 61 142

4/21/2014 9:11

Northbound Southbound Eastbound Westbound

AM PEAK HOUR

Northbound Southbound Eastbound Westbound

71 57 99 41

PM Peak Hour
VOLUME DEVELOPMENT WORKSHEET

ALL ABOARD FLORIDA

DATURA STREET & QUADRILLE BOULEVARD

Peak Season = 1.02

Buildout Year = 2018

Years = 5

LT Thru RT LT Thru RT LT Thru RT LT Thru RT

Existing Volume (04/09/2013) 12 551 86 11 146 7 10 68 9 15 17 17

Percentage 2% 85% 13% 7% 89% 4% 11% 78% 10% 31% 35% 35%

Approach Total

Peak Season Volume 12 562 88 11 149 7 10 69 9 15 17 17

Traffic Diversion

Datura Street & Rosemary Avenue 15 58

Datura Street & Quadrille Boulevard (12) (7) (10) (69) (9) 5 (17) 12

Evernia Street & Rosemary Avenue 2 5

Evernia Street & Quadrille 9 (6) (1) 1

Subtotal (12) 9 15 60 (1) (7) (10) (69) (9) 4 (17) 13

Committed Developments 67 125

Peak Season Diverted Volume 0 571 103 71 148 0 0 0 0 19 0 30

Volume Growth (0.5%) 0 14 3 2 4 0 0 0 0 0 0 1

Background Traffic 0 652 106 73 277 0 0 0 0 19 0 31

Project Traffic

Inbound Traffic Assignment 1% 1% 2%

Inbound Traffic Volumes 0 1 0 0 0 0 0 0 0 1 0 1

Outbound Traffic Assignment 1% 2% 1%

Outbound Traffic Volumes 0 0 1 2 1 0 0 0 0 0 0 0

Project Traffic 0 1 1 2 1 0 0 0 0 1 0 1

Total 0 653 107 75 278 0 0 0 0 20 0 32

LT Thru RT LT Thru RT LT Thru RT LT Thru RT

Existing Volume (04/09/2013) 26 281 37 10 335 3 11 26 27 37 109 30

Percentage 8% 82% 11% 3% 96% 1% 17% 41% 42% 21% 62% 17%

Approach Total

Peak Season Volume 27 287 38 10 342 3 11 27 28 38 111 31

Traffic Diversion

Datura Street & Rosemary Avenue 6 24 14

Datura Street & Quadrille Boulevard (27) (3) (11) (27) (28) 18 (111) 89

Evernia Street & Rosemary Avenue 1 4

Evernia Street & Quadrille 20 (5) (2) 2

Subtotal (27) 20 6 25 13 (3) (11) (27) (28) 16 (111) 91

Committed Developments 124 78

Peak Season Diverted Volume 0 307 44 35 355 0 0 0 0 54 0 122

Volume Growth (0.5%) 0 8 1 1 9 0 0 0 0 1 0 3

Background Traffic 0 439 45 36 442 0 0 0 0 55 0 125

Project Traffic

Inbound Traffic Assignment 1% 1% 2%

Inbound Traffic Volumes 0 1 0 0 0 0 0 0 0 1 0 2

Outbound Traffic Assignment 1% 2% 1%

Outbound Traffic Volumes 0 0 1 1 1 0 0 0 0 0 0 0

Project Traffic 0 1 1 1 1 0 0 0 0 1 0 2

Total 0 440 46 37 443 0 0 0 0 56 0 127

k:\wpb_tpto\1447\144772000 - aaf wpb station\april 2014\[vol-dev-4-16-14.xlsx]datura_quadrille

344 348 64 176

4/21/2014 9:11

Northbound Southbound Eastbound Westbound

AM PEAK HOUR

Northbound Southbound Eastbound Westbound

649 164 87 49

PM Peak Hour
VOLUME DEVELOPMENT WORKSHEET

ALL ABOARD FLORIDA

EVERNIA STREET & ROSEMARY AVENUE

Peak Season = 1.02

Buildout Year = 2018

Years = 5

LT Thru RT LT Thru RT LT Thru RT LT Thru RT

Existing Volume (04/09/2013) 3 63 4 1 51 2 5 63 5 9 43 3

Percentage 4% 90% 6% 2% 94% 4% 7% 86% 7% 16% 78% 5%

Approach Total

Peak Season Volume 3 64 4 1 52 2 5 64 5 9 44 3

Traffic Diversion

Datura Street & Rosemary Avenue (4) 14 (3) 3

Datura Street & Quadrille Boulevard 2 13

Evernia Street & Rosemary Avenue (3) 9 (59) 50 (9) (43) (3)

Evernia Street & Quadrille 34 8

Subtotal 36 9 (3) 0 14 8 6 (59) 53 (9) (43) (3)

Committed Developments 2 10 7 7

Peak Season Diverted Volume 39 73 1 1 66 10 11 5 58 0 1 0

Volume Growth (0.5%) 1 2 0 0 2 0 0 0 1 0 0 0

Background Traffic 42 85 1 1 75 10 11 5 66 0 1 0

Project Traffic

Inbound Traffic Assignment 5% 35% 5% 10%

Inbound Traffic Volumes 0 4 25 4 0 0 0 7 0 0 0 0

Outbound Traffic Assignment 5% 35% 10% 5%

Outbound Traffic Volumes 0 0 0 0 5 0 0 0 0 37 11 5

Project Traffic 0 4 25 4 5 0 0 7 0 37 11 5

Total 42 89 26 5 80 10 11 12 66 37 12 5

LT Thru RT LT Thru RT LT Thru RT LT Thru RT

Existing Volume (04/09/2013) 6 74 14 5 150 8 6 38 7 10 98 0

Percentage 6% 79% 15% 3% 92% 5% 12% 75% 14% 9% 91% 0%

Approach Total

Peak Season Volume 6 75 14 5 153 8 6 39 7 10 100 0

Traffic Diversion

Datura Street & Rosemary Avenue (5) 8 (1) 1

Datura Street & Quadrille Boulevard 5 26

Evernia Street & Rosemary Avenue (10) (3) 6 (30) 24 (9) (98)

Evernia Street & Quadrille 76 17

Subtotal 81 21 (10) (3) 8 17 5 (30) 25 (9) (98) 0

Committed Developments 7 9 11 4

Peak Season Diverted Volume 87 96 4 2 161 25 11 9 32 1 2 0

Volume Growth (0.5%) 2 2 0 0 4 1 0 0 1 0 0 0

Background Traffic 96 107 4 2 176 26 11 9 37 1 2 0

Project Traffic

Inbound Traffic Assignment 5% 35% 5% 10%

Inbound Traffic Volumes 0 5 37 5 0 0 0 11 0 0 0 0

Outbound Traffic Assignment 5% 35% 10% 5%

Outbound Traffic Volumes 0 0 0 0 4 0 0 0 0 25 7 4

Project Traffic 0 5 37 5 4 0 0 11 0 25 7 4

Total 96 112 41 7 180 26 11 20 37 26 9 4

k:\wpb_tpto\1447\144772000 - aaf wpb station\april 2014\[vol-dev-4-16-14.xlsx]evernia_rosemary

94 163 51 108

4/21/2014 9:11

Northbound Southbound Eastbound Westbound

AM PEAK HOUR

Northbound Southbound Eastbound Westbound

70 54 73 55

PM Peak Hour
VOLUME DEVELOPMENT WORKSHEET

ALL ABOARD FLORIDA

EVERNIA STREET & QUADRILLE BOULEVARD

Peak Season = 1.02

Buildout Year = 2018

Years = 5

LT Thru RT LT Thru RT LT Thru RT LT Thru RT

Existing Volume (04/09/2013) 10 674 52 6 156 7 5 34 9 11 38 5

Percentage 1% 92% 7% 4% 92% 4% 10% 71% 19% 20% 70% 10%

Approach Total

Peak Season Volume 10 687 53 6 159 7 5 35 9 11 39 5

Traffic Diversion

Datura Street & Rosemary Avenue 15 2

Datura Street & Quadrille Boulevard (11) 5 1 (1)

Evernia Street & Rosemary Avenue 47 5

Evernia Street & Quadrille (10) (7) (5) (35) (9) 30 (39) 9

Subtotal (10) 4 49 5 5 (7) (5) (35) (9) 31 (39) 8

Committed Developments 69 125

Peak Season Diverted Volume 0 691 102 11 164 0 0 0 0 42 0 13

Volume Growth (0.5%) 0 17 3 0 4 0 0 0 0 1 0 0

Background Traffic 0 777 105 11 293 0 0 0 0 43 0 13

Project Traffic

Inbound Traffic Assignment 1% 1% 1%

Inbound Traffic Volumes 0 0 0 0 1 0 0 0 0 1 0 1

Outbound Traffic Assignment 1% 1% 1%

Outbound Traffic Volumes 0 1 1 1 0 0 0 0 0 0 0 0

Project Traffic 0 1 1 1 1 0 0 0 0 1 0 1

Total 0 778 106 12 294 0 0 0 0 44 0 14

LT Thru RT LT Thru RT LT Thru RT LT Thru RT

Existing Volume (04/09/2013) 8 318 44 11 385 7 6 25 9 40 99 21

Percentage 2% 86% 12% 3% 96% 2% 15% 62% 22% 25% 62% 13%

Approach Total

Peak Season Volume 8 324 45 11 393 7 6 26 9 41 101 21

Traffic Diversion

Datura Street & Rosemary Avenue 6 4

Datura Street & Quadrille Boulevard (21) 18 6 (6)

Evernia Street & Rosemary Avenue 22 4

Evernia Street & Quadrille (8) (7) (6) (26) (9) 81 (101) 20

Subtotal (8) (15) 26 4 18 (7) (6) (26) (9) 87 (101) 14

Committed Developments 125 80

Peak Season Diverted Volume 0 309 71 15 411 0 0 0 0 128 0 35

Volume Growth (0.5%) 0 8 2 0 10 0 0 0 0 3 0 1

Background Traffic 0 442 73 15 501 0 0 0 0 131 0 36

Project Traffic

Inbound Traffic Assignment 1% 1% 1%

Inbound Traffic Volumes 0 0 0 0 1 0 0 0 0 1 0 1

Outbound Traffic Assignment 1% 1% 1%

Outbound Traffic Volumes 0 1 1 1 0 0 0 0 0 0 0 0

Project Traffic 0 1 1 1 1 0 0 0 0 1 0 1

Total 0 443 74 16 502 0 0 0 0 132 0 37

k:\wpb_tpto\1447\144772000 - aaf wpb station\april 2014\[vol-dev-4-16-14.xlsx]evernia_quadrille

370 403 40 160

4/21/2014 9:11

Northbound Southbound Eastbound Westbound

AM PEAK HOUR

Northbound Southbound Eastbound Westbound

736 169 48 54

PM Peak Hour
VOLUME DEVELOPMENT WORKSHEET

ALL ABOARD FLORIDA

FERN STREET & ROSEMARY AVENUE

Peak Season = 1.02

Buildout Year = 2018

Years = 5

LT Thru RT LT Thru RT LT Thru RT LT Thru RT

Existing Volume (04/09/2013) 19 39 10 7 33 22 25 94 12 9 80 6

Percentage 28% 57% 15% 11% 53% 35% 20% 72% 9% 9% 84% 6%

Approach Total

Peak Season Volume 19 40 10 7 34 22 26 96 12 9 82 6

Traffic Diversion

Datura Street & Rosemary Avenue (1) 1 17 (3) 3

Datura Street & Quadrille Boulevard 2 15

Evernia Street & Rosemary Avenue (1) 1 50 (2) 2

Evernia Street & Quadrille 6 34

Subtotal 0 (2) 2 67 0 0 (5) 5 0 0 8 49

Committed Developments 14 65 34 2

Peak Season Diverted Volume 19 38 12 74 34 22 21 101 12 9 90 55

Volume Growth (0.5%) 0 1 0 2 1 1 1 3 0 0 2 1

Background Traffic 19 39 12 90 35 23 22 169 12 9 126 58

Project Traffic

Inbound Traffic Assignment 15% 15% 10%

Inbound Traffic Volumes 0 11 0 0 0 0 11 0 0 0 0 7

Outbound Traffic Assignment 10% 15% 15%

Outbound Traffic Volumes 0 0 0 11 16 16 0 0 0 0 0 0

Project Traffic 0 11 0 11 16 16 11 0 0 0 0 7

Total 19 50 12 101 51 39 33 169 12 9 126 65

LT Thru RT LT Thru RT LT Thru RT LT Thru RT

Existing Volume (04/09/2013) 42 64 19 11 99 49 18 94 30 8 137 14

Percentage 34% 51% 15% 7% 62% 31% 13% 66% 21% 5% 86% 9%

Approach Total

Peak Season Volume 43 65 19 11 101 50 18 96 31 8 140 14

Traffic Diversion

Datura Street & Rosemary Avenue (3) 3 9 (2) 2

Datura Street & Quadrille Boulevard 9 31

Evernia Street & Rosemary Avenue (5) 5 24 (5) 5

Evernia Street & Quadrille 13 76

Subtotal 0 (8) 8 33 0 0 (7) 7 0 0 22 107

Committed Developments 15 41 64 7

Peak Season Diverted Volume 43 57 27 44 101 50 11 103 31 8 162 121

Volume Growth (0.5%) 1 1 1 1 3 1 0 3 1 0 4 3

Background Traffic 44 58 28 60 104 51 11 147 32 8 230 131

Project Traffic

Inbound Traffic Assignment 15% 15% 10%

Inbound Traffic Volumes 0 16 0 0 0 0 16 0 0 0 0 11

Outbound Traffic Assignment 10% 15% 15%

Outbound Traffic Volumes 0 0 0 7 11 11 0 0 0 0 0 0

Project Traffic 0 16 0 7 11 11 16 0 0 0 0 11

Total 44 74 28 67 115 62 27 147 32 8 230 142

k:\wpb_tpto\1447\144772000 - aaf wpb station\april 2014\[vol-dev-4-16-14.xlsx]fern_rosemary

125 159 142 159

4/21/2014 9:11

Northbound Southbound Eastbound Westbound

AM PEAK HOUR

Northbound Southbound Eastbound Westbound

68 62 131 95

PM Peak Hour
VOLUME DEVELOPMENT WORKSHEET

ALL ABOARD FLORIDA

FERN STREET & QUADRILLE BOULEVARD

Peak Season = 1.02

Buildout Year = 2018

Years = 5

LT Thru RT LT Thru RT LT Thru RT LT Thru RT

Existing Volume (04/09/2013) 25 699 46 15 143 21 18 48 21 8 38 13

Percentage 3% 93% 6% 8% 80% 12% 21% 55% 24% 14% 64% 22%

Approach Total

Peak Season Volume 26 713 47 15 146 21 18 49 21 8 39 13

Traffic Diversion

Datura Street & Rosemary Avenue 17 4

Datura Street & Quadrille Boulevard 10 (10) 6 1 (1)

Evernia Street & Rosemary Avenue 47 6

Evernia Street & Quadrille 9 (9) 30 1 (1)

Subtotal 19 (19) 0 0 0 36 64 10 0 0 2 (2)

Committed Developments 17 29 17 106 2 5 17 58 27 34

Peak Season Diverted Volume 45 694 47 15 146 57 82 59 21 8 41 11

Volume Growth (0.5%) 1 18 1 0 4 1 2 1 1 0 1 0

Background Traffic 63 741 48 32 256 60 89 77 80 8 69 45

Project Traffic

Inbound Traffic Assignment 5% 2% 3%

Inbound Traffic Volumes 4 0 0 0 0 1 0 0 0 0 2 0

Outbound Traffic Assignment 2% 3% 5%

Outbound Traffic Volumes 0 0 0 0 0 0 2 3 5 0 0 0

Project Traffic 4 0 0 0 0 1 2 3 5 0 2 0

Total 67 741 48 32 256 61 91 80 85 8 71 45

LT Thru RT LT Thru RT LT Thru RT LT Thru RT

Existing Volume (04/09/2013) 38 312 15 13 384 27 27 51 39 32 96 20

Percentage 10% 85% 5% 3% 93% 6% 23% 44% 33% 22% 65% 14%

Approach Total

Peak Season Volume 39 318 15 13 392 28 28 52 40 33 98 20

Traffic Diversion

Datura Street & Rosemary Avenue 10 4

Datura Street & Quadrille Boulevard 15 (15) 24 6 (6)

Evernia Street & Rosemary Avenue 22 12

Evernia Street & Quadrille 6 (6) 81 2 (2)

Subtotal 21 (21) 0 0 0 105 32 16 0 0 8 (8)

Committed Developments 52 95 37 37 6 5 30 22 22 25

Peak Season Diverted Volume 60 297 15 13 392 133 60 68 40 33 106 12

Volume Growth (0.5%) 2 7 0 0 10 3 2 2 1 1 3 0

Background Traffic 114 399 15 50 439 142 67 100 63 34 131 37

Project Traffic

Inbound Traffic Assignment 5% 2% 3%

Inbound Traffic Volumes 5 0 0 0 0 2 0 0 0 0 3 0

Outbound Traffic Assignment 2% 3% 5%

Outbound Traffic Volumes 0 0 0 0 0 0 1 2 4 0 0 0

Project Traffic 5 0 0 0 0 2 1 2 4 0 3 0

Total 119 399 15 50 439 144 68 102 67 34 134 37

k:\wpb_tpto\1447\144772000 - aaf wpb station\april 2014\[vol-dev-4-16-14.xlsx]fern_quadrille

365 424 117 148

4/21/2014 9:11

Northbound Southbound Eastbound Westbound

AM PEAK HOUR

Northbound Southbound Eastbound Westbound

770 179 87 59

PM Peak Hour
Traffic Impact Analysis

k:\wpb_tpto\1447\144772000 - aaf wpb station\report\2014-06-09_trafficanalysis.doc June 2014

APPENDIX D: SYNCHRO OUTPUT
HCM Signalized Intersection Capacity Analysis AM Future Volumes

15: Rosemary Avenue & Clematis Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 30 102 17 42 62 14 17 74 111 13 42 10

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 1.00 1.00 1.00

Frt 0.98 0.98 0.93 0.98

Flt Protected 0.99 0.98 1.00 0.99

Satd. Flow (prot) 1815 1800 1717 1804

Flt Permitted 0.92 0.85 0.98 0.95

Satd. Flow (perm) 1691 1566 1694 1724

Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Adj. Flow (vph) 32 107 18 44 65 15 18 78 117 14 44 11

RTOR Reduction (vph) 0 14 0 0 13 0 0 43 0 0 4 0

Lane Group Flow (vph) 0 143 0 0 111 0 0 170 0 0 65 0

Turn Type Perm NA Perm NA Perm NA Perm NA

Protected Phases 4 8 2 6

Permitted Phases 4 8 2 6

Actuated Green, G (s) 8.3 8.3 31.7 31.7

Effective Green, g (s) 8.3 8.3 31.7 31.7

Actuated g/C Ratio 0.17 0.17 0.63 0.63

Clearance Time (s) 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 280 259 1073 1093

v/s Ratio Prot

v/s Ratio Perm c0.08 0.07 c0.10 0.04

v/c Ratio 0.51 0.43 0.16 0.06

Uniform Delay, d1 19.0 18.7 3.7 3.5

Progression Factor 1.00 1.05 1.00 1.00

Incremental Delay, d2 1.6 1.1 0.3 0.1

Delay (s) 20.6 20.8 4.0 3.6

Level of Service C C A A

Approach Delay (s) 20.6 20.8 4.0 3.6

Approach LOS C C A A

Intersection Summary

HCM 2000 Control Delay 12.3 HCM 2000 Level of Service B

HCM 2000 Volume to Capacity ratio 0.23

Actuated Cycle Length (s) 50.0 Sum of lost time (s) 10.0

Intersection Capacity Utilization 32.4% ICU Level of Service A

Analysis Period (min) 15

c Critical Lane Group
HCM Signalized Intersection Capacity Analysis AM Future Volumes

16: Quadrille Boulevard & Clematis Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 17 74 122 34 58 23 92 568 86 11 185 26

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95

Frt 0.92 0.97 1.00 1.00 0.85 1.00 0.98

Flt Protected 1.00 0.99 0.95 1.00 1.00 0.95 1.00

Satd. Flow (prot) 1712 1786 1770 1863 1583 1770 3475

Flt Permitted 0.97 0.62 0.57 1.00 1.00 0.40 1.00

Satd. Flow (perm) 1673 1118 1064 1863 1583 742 3475

Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Adj. Flow (vph) 18 78 128 36 61 24 97 598 91 12 195 27

RTOR Reduction (vph) 0 56 0 0 10 0 0 0 28 0 6 0

Lane Group Flow (vph) 0 168 0 0 111 0 97 598 63 12 216 0

Turn Type Perm NA Perm NA pm+pt NA Perm pm+pt NA

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8 2 2 6

Actuated Green, G (s) 15.1 15.1 74.6 68.7 68.7 65.2 64.0

Effective Green, g (s) 15.1 15.1 74.6 68.7 68.7 65.2 64.0

Actuated g/C Ratio 0.15 0.15 0.75 0.69 0.69 0.65 0.64

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 252 168 835 1279 1087 496 2224

v/s Ratio Prot c0.01 c0.32 0.00 0.06

v/s Ratio Perm c0.10 0.10 0.08 0.04 0.02

v/c Ratio 0.67 0.66 0.12 0.47 0.06 0.02 0.10

Uniform Delay, d1 40.1 40.0 3.5 7.2 5.1 6.3 6.9

Progression Factor 0.89 1.00 1.00 1.00 1.00 1.00 1.00

Incremental Delay, d2 6.5 9.0 0.1 1.2 0.1 0.0 0.1

Delay (s) 42.1 49.0 3.6 8.4 5.2 6.3 7.0

Level of Service D D A A A A A

Approach Delay (s) 42.1 49.0 7.5 7.0

Approach LOS D D A A

Intersection Summary

HCM 2000 Control Delay 16.8 HCM 2000 Level of Service B

HCM 2000 Volume to Capacity ratio 0.50

Actuated Cycle Length (s) 100.0 Sum of lost time (s) 15.0

Intersection Capacity Utilization 61.0% ICU Level of Service B

Analysis Period (min) 15

c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

21: Rosemary Avenue & Datura Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Sign Control Stop Stop Stop Stop

Volume (vph) 75 18 23 5 12 37 14 81 5 26 60 20

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 79 19 24 5 13 39 15 85 5 27 63 21

Direction, Lane # EB 1 WB 1 NB 1 SB 1

Volume Total (vph) 122 57 105 112

Volume Left (vph) 79 5 15 27

Volume Right (vph) 24 39 5 21

Hadj (s) 0.04 -0.36 0.03 -0.03

Departure Headway (s) 4.5 4.2 4.5 4.4

Degree Utilization, x 0.15 0.07 0.13 0.14

Capacity (veh/h) 749 798 764 771

Control Delay (s) 8.3 7.5 8.1 8.1

Approach Delay (s) 8.3 7.5 8.1 8.1

Approach LOS A A A A

Intersection Summary

Delay 8.1

Level of Service A

Intersection Capacity Utilization 29.6% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

22: Quadrille Boulevard & Datura Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 20 32 653 107 75 278

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 21 34 687 113 79 293

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 408

pX, platoon unblocked

vC, conflicting volume 1048 400 800

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 1048 400 800

tC, single (s) 6.8 6.9 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 90 94 90

cM capacity (veh/h) 202 600 819

Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3

Volume Total 55 458 342 79 146 146

Volume Left 21 0 0 79 0 0

Volume Right 34 0 113 0 0 0

cSH 341 1700 1700 819 1700 1700

Volume to Capacity 0.16 0.27 0.20 0.10 0.09 0.09

Queue Length 95th (ft) 14 0 0 8 0 0

Control Delay (s) 17.6 0.0 0.0 9.9 0.0 0.0

Lane LOS C A

Approach Delay (s) 17.6 0.0 2.1

Approach LOS C

Intersection Summary

Average Delay 1.4

Intersection Capacity Utilization 39.0% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

27: Rosemary Avenue & Evernia Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 11 12 66 37 12 5 42 89 26 5 80 10

Sign Control Stop Stop Free Free

Grade 0% 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 12 13 69 39 13 5 44 94 27 5 84 11

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 307 309 89 372 301 107 95 121

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 307 309 89 372 301 107 95 121

tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 98 98 93 93 98 99 97 100

cM capacity (veh/h) 615 585 968 521 591 947 1499 1466

Direction, Lane # EB 1 WB 1 NB 1 SB 1

Volume Total 94 57 165 100

Volume Left 12 39 44 5

Volume Right 69 5 27 11

cSH 835 559 1499 1466

Volume to Capacity 0.11 0.10 0.03 0.00

Queue Length 95th (ft) 9 8 2 0

Control Delay (s) 9.9 12.2 2.2 0.4

Lane LOS A B A A

Approach Delay (s) 9.9 12.2 2.2 0.4

Approach LOS A B

Intersection Summary

Average Delay 4.8

Intersection Capacity Utilization 31.6% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

28: Quadrille Boulevard & Evernia Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 44 14 778 106 12 294

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 46 15 819 112 13 309

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 1098 792

pX, platoon unblocked

vC, conflicting volume 1055 465 931

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 1055 465 931

tC, single (s) 6.8 6.9 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 79 97 98

cM capacity (veh/h) 217 544 731

Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2

Volume Total 61 546 385 116 206

Volume Left 46 0 0 13 0

Volume Right 15 0 112 0 0

cSH 254 1700 1700 731 1700

Volume to Capacity 0.24 0.32 0.23 0.02 0.12

Queue Length 95th (ft) 23 0 0 1 0

Control Delay (s) 23.6 0.0 0.0 1.3 0.0

Lane LOS C A

Approach Delay (s) 23.6 0.0 0.5

Approach LOS C

Intersection Summary

Average Delay 1.2

Intersection Capacity Utilization 34.9% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

33: Rosemary Avenue & Fern Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Sign Control Stop Stop Stop Stop

Volume (vph) 33 169 12 9 126 65 19 50 12 101 51 39

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 35 178 13 9 133 68 20 53 13 106 54 41

Direction, Lane # EB 1 WB 1 NB 1 SB 1

Volume Total (vph) 225 211 85 201

Volume Left (vph) 35 9 20 106

Volume Right (vph) 13 68 13 41

Hadj (s) 0.03 -0.15 -0.01 0.02

Departure Headway (s) 5.0 4.8 5.3 5.1

Degree Utilization, x 0.31 0.28 0.13 0.29

Capacity (veh/h) 673 692 607 643

Control Delay (s) 10.2 9.7 9.1 10.2

Approach Delay (s) 10.2 9.7 9.1 10.2

Approach LOS B A A B

Intersection Summary

Delay 9.9

Level of Service A

Intersection Capacity Utilization 46.7% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

34: Quadrille Boulevard & Fern Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 91 80 85 8 71 45 67 741 48 32 256 61

Sign Control Stop Stop Free Free

Grade 0% 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 96 84 89 8 75 47 71 780 51 34 269 64

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 711 1179

pX, platoon unblocked

vC, conflicting volume 985 1341 167 1280 1347 415 334 831

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 985 1341 167 1280 1347 415 334 831

tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 2 38 89 84 45 92 94 96

cM capacity (veh/h) 98 136 848 52 135 586 1222 797

Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2

Volume Total 269 131 461 441 168 199

Volume Left 96 8 71 0 34 0

Volume Right 89 47 0 51 0 64

cSH 158 164 1222 1700 797 1700

Volume to Capacity 1.70 0.80 0.06 0.26 0.04 0.12

Queue Length 95th (ft) 479 130 5 0 3 0

Control Delay (s) 391.8 80.7 1.8 0.0 2.3 0.0

Lane LOS F F A A

Approach Delay (s) 391.8 80.7 0.9 1.1

Approach LOS F F

Intersection Summary

Average Delay 70.3

Intersection Capacity Utilization 65.0% ICU Level of Service C

Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis PM Future Volumes

15: Rosemary Avenue & Clematis Street All Aboard Florida

Future Conditions

PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 13 62 20 165 167 17 20 48 97 26 112 50

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 1.00 1.00 1.00

Frt 0.97 0.99 0.92 0.96

Flt Protected 0.99 0.98 0.99 0.99

Satd. Flow (prot) 1797 1808 1705 1783

Flt Permitted 0.93 0.80 0.96 0.95

Satd. Flow (perm) 1684 1480 1643 1709

Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Adj. Flow (vph) 14 65 21 174 176 18 21 51 102 27 118 53

RTOR Reduction (vph) 0 14 0 0 5 0 0 55 0 0 22 0

Lane Group Flow (vph) 0 86 0 0 363 0 0 119 0 0 176 0

Turn Type Perm NA Perm NA Perm NA Perm NA

Protected Phases 4 8 2 6

Permitted Phases 4 8 2 6

Actuated Green, G (s) 17.0 17.0 23.0 23.0

Effective Green, g (s) 17.0 17.0 23.0 23.0

Actuated g/C Ratio 0.34 0.34 0.46 0.46

Clearance Time (s) 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 572 503 755 786

v/s Ratio Prot

v/s Ratio Perm 0.05 c0.25 0.07 c0.10

v/c Ratio 0.15 0.72 0.16 0.22

Uniform Delay, d1 11.5 14.4 7.9 8.1

Progression Factor 1.00 0.90 1.00 1.00

Incremental Delay, d2 0.1 4.9 0.4 0.7

Delay (s) 11.6 17.8 8.3 8.8

Level of Service B B A A

Approach Delay (s) 11.6 17.8 8.3 8.8

Approach LOS B B A A

Intersection Summary

HCM 2000 Control Delay 13.0 HCM 2000 Level of Service B

HCM 2000 Volume to Capacity ratio 0.44

Actuated Cycle Length (s) 50.0 Sum of lost time (s) 10.0

Intersection Capacity Utilization 48.3% ICU Level of Service A

Analysis Period (min) 15

c Critical Lane Group
HCM Signalized Intersection Capacity Analysis PM Future Volumes

16: Quadrille Boulevard & Clematis Street All Aboard Florida

Future Conditions

PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 17 88 107 43 106 42 199 330 82 13 334 45

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95

Frt 0.93 0.97 1.00 1.00 0.85 1.00 0.98

Flt Protected 1.00 0.99 0.95 1.00 1.00 0.95 1.00

Satd. Flow (prot) 1729 1788 1770 1863 1583 1770 3477

Flt Permitted 0.95 0.71 0.47 1.00 1.00 0.55 1.00

Satd. Flow (perm) 1652 1278 880 1863 1583 1030 3477

Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Adj. Flow (vph) 18 93 113 45 112 44 209 347 86 14 352 47

RTOR Reduction (vph) 0 41 0 0 12 0 0 0 29 0 7 0

Lane Group Flow (vph) 0 183 0 0 189 0 209 347 57 14 392 0

Turn Type Perm NA Perm NA pm+pt NA Perm pm+pt NA

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8 2 2 6

Actuated Green, G (s) 17.1 17.1 72.9 66.6 66.6 59.8 58.5

Effective Green, g (s) 17.1 17.1 72.9 66.6 66.6 59.8 58.5

Actuated g/C Ratio 0.17 0.17 0.73 0.67 0.67 0.60 0.58

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 282 218 725 1240 1054 625 2034

v/s Ratio Prot c0.03 0.19 0.00 0.11

v/s Ratio Perm 0.11 c0.15 c0.18 0.04 0.01

v/c Ratio 0.65 0.87 0.29 0.28 0.05 0.02 0.19

Uniform Delay, d1 38.6 40.4 4.4 6.9 5.8 8.1 9.7

Progression Factor 1.06 1.00 1.00 1.00 1.00 1.00 1.00

Incremental Delay, d2 5.0 28.6 0.2 0.6 0.1 0.0 0.2

Delay (s) 46.1 68.9 4.6 7.4 5.9 8.2 9.9

Level of Service D E A A A A A

Approach Delay (s) 46.1 68.9 6.3 9.9

Approach LOS D E A A

Intersection Summary

HCM 2000 Control Delay 21.8 HCM 2000 Level of Service C

HCM 2000 Volume to Capacity ratio 0.42

Actuated Cycle Length (s) 100.0 Sum of lost time (s) 15.0

Intersection Capacity Utilization 55.3% ICU Level of Service B

Analysis Period (min) 15

c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis PM Future Volumes

21: Rosemary Avenue & Datura Street All Aboard Florida

Future Conditions

PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Sign Control Stop Stop Stop Stop

Volume (vph) 50 13 14 4 7 25 32 80 5 37 168 101

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 53 14 15 4 7 26 34 84 5 39 177 106

Direction, Lane # EB 1 WB 1 NB 1 SB 1

Volume Total (vph) 81 38 123 322

Volume Left (vph) 53 4 34 39

Volume Right (vph) 15 26 5 106

Hadj (s) 0.05 -0.36 0.06 -0.14

Departure Headway (s) 5.0 4.7 4.6 4.2

Degree Utilization, x 0.11 0.05 0.16 0.38

Capacity (veh/h) 654 690 745 825

Control Delay (s) 8.6 7.9 8.5 9.7

Approach Delay (s) 8.6 7.9 8.5 9.7

Approach LOS A A A A

Intersection Summary

Delay 9.2

Level of Service A

Intersection Capacity Utilization 36.6% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis PM Future Volumes

22: Quadrille Boulevard & Datura Street All Aboard Florida

Future Conditions

PM Peak Hour

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 56 127 440 46 37 443

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 59 134 463 48 39 466

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 408

pX, platoon unblocked 0.99

vC, conflicting volume 798 256 512

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 770 256 512

tC, single (s) 6.8 6.9 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 82 82 96

cM capacity (veh/h) 320 743 1050

Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3

Volume Total 193 309 203 39 233 233

Volume Left 59 0 0 39 0 0

Volume Right 134 0 48 0 0 0

cSH 529 1700 1700 1050 1700 1700

Volume to Capacity 0.36 0.18 0.12 0.04 0.14 0.14

Queue Length 95th (ft) 41 0 0 3 0 0

Control Delay (s) 15.6 0.0 0.0 8.6 0.0 0.0

Lane LOS C A

Approach Delay (s) 15.6 0.0 0.7

Approach LOS C

Intersection Summary

Average Delay 2.8

Intersection Capacity Utilization 37.9% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis PM Future Volumes

27: Rosemary Avenue & Evernia Street All Aboard Florida

Future Conditions

PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 11 20 37 26 9 4 96 112 41 7 180 26

Sign Control Stop Stop Free Free

Grade 0% 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 12 21 39 27 9 4 101 118 43 7 189 27

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 568 581 203 609 573 139 217 161

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 568 581 203 609 573 139 217 161

tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 97 95 95 92 98 100 93 99

cM capacity (veh/h) 398 391 838 350 395 909 1353 1418

Direction, Lane # EB 1 WB 1 NB 1 SB 1

Volume Total 72 41 262 224

Volume Left 12 27 101 7

Volume Right 39 4 43 27

cSH 553 384 1353 1418

Volume to Capacity 0.13 0.11 0.07 0.01

Queue Length 95th (ft) 11 9 6 0

Control Delay (s) 12.5 15.5 3.4 0.3

Lane LOS B C A A

Approach Delay (s) 12.5 15.5 3.4 0.3

Approach LOS B C

Intersection Summary

Average Delay 4.2

Intersection Capacity Utilization 41.8% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis PM Future Volumes

28: Quadrille Boulevard & Evernia Street All Aboard Florida

Future Conditions

PM Peak Hour

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 132 37 443 74 16 502

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 139 39 466 78 17 528

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 1098 792

pX, platoon unblocked

vC, conflicting volume 803 272 544

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 803 272 544

tC, single (s) 6.8 6.9 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 56 95 98

cM capacity (veh/h) 316 726 1021

Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2

Volume Total 178 311 233 193 352

Volume Left 139 0 0 17 0

Volume Right 39 0 78 0 0

cSH 360 1700 1700 1021 1700

Volume to Capacity 0.49 0.18 0.14 0.02 0.21

Queue Length 95th (ft) 66 0 0 1 0

Control Delay (s) 24.4 0.0 0.0 0.9 0.0

Lane LOS C A

Approach Delay (s) 24.4 0.0 0.3

Approach LOS C

Intersection Summary

Average Delay 3.6

Intersection Capacity Utilization 41.7% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis PM Future Volumes

33: Rosemary Avenue & Fern Street All Aboard Florida

Future Conditions

PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Sign Control Stop Stop Stop Stop

Volume (vph) 27 147 32 8 230 142 44 74 28 67 115 62

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 28 155 34 8 242 149 46 78 29 71 121 65

Direction, Lane # EB 1 WB 1 NB 1 SB 1

Volume Total (vph) 217 400 154 257

Volume Left (vph) 28 8 46 71

Volume Right (vph) 34 149 29 65

Hadj (s) -0.03 -0.19 -0.02 -0.06

Departure Headway (s) 5.8 5.4 6.2 5.9

Degree Utilization, x 0.35 0.60 0.26 0.42

Capacity (veh/h) 557 634 503 553

Control Delay (s) 12.0 16.0 11.3 13.1

Approach Delay (s) 12.0 16.0 11.3 13.1

Approach LOS B C B B

Intersection Summary

Delay 13.7

Level of Service B

Intersection Capacity Utilization 48.7% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis PM Future Volumes

34: Quadrille Boulevard & Fern Street All Aboard Florida

Future Conditions

PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 68 102 67 34 134 37 119 399 15 50 439 144

Sign Control Stop Stop Free Free

Grade 0% 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 72 107 71 36 141 39 125 420 16 53 462 152

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 711 1179

pX, platoon unblocked

vC, conflicting volume 1213 1329 307 1139 1397 218 614 436

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 1213 1329 307 1139 1397 218 614 436

tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 0 16 90 1 0 95 87 95

cM capacity (veh/h) 0 127 689 36 116 786 962 1120

Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2

Volume Total 249 216 335 226 284 383

Volume Left 72 36 125 0 53 0

Volume Right 71 39 0 16 0 152

cSH 0 96 962 1700 1120 1700

Volume to Capacity Err 2.25 0.13 0.13 0.05 0.23

Queue Length 95th (ft) Err 480 11 0 4 0

Control Delay (s) Err 667.6 4.3 0.0 1.9 0.0

Lane LOS F F A A

Approach Delay (s) Err 667.6 2.6 0.8

Approach LOS F F

Intersection Summary

Average Delay Err

Intersection Capacity Utilization 65.4% ICU Level of Service C

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

21: Rosemary Avenue & Datura Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Sign Control Stop Stop Stop Stop

Volume (vph) 75 18 23 5 12 37 14 81 5 26 60 20

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 79 19 24 5 13 39 15 85 5 27 63 21

Direction, Lane # EB 1 WB 1 NB 1 SB 1

Volume Total (vph) 122 57 105 112

Volume Left (vph) 79 5 15 27

Volume Right (vph) 24 39 5 21

Hadj (s) 0.04 -0.36 0.03 -0.03

Departure Headway (s) 4.5 4.2 4.5 4.4

Degree Utilization, x 0.15 0.07 0.13 0.14

Capacity (veh/h) 749 798 764 771

Control Delay (s) 8.3 7.5 8.1 8.1

Approach Delay (s) 8.3 7.5 8.1 8.1

Approach LOS A A A A

Intersection Summary

Delay 8.1

Level of Service A

Intersection Capacity Utilization 29.6% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

22: Quadrille Boulevard & Datura Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 20 32 653 107 75 278

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 21 34 687 113 79 293

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 408

pX, platoon unblocked

vC, conflicting volume 1048 400 800

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 1048 400 800

tC, single (s) 6.8 6.9 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 90 94 90

cM capacity (veh/h) 202 600 819

Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3

Volume Total 55 458 342 79 146 146

Volume Left 21 0 0 79 0 0

Volume Right 34 0 113 0 0 0

cSH 341 1700 1700 819 1700 1700

Volume to Capacity 0.16 0.27 0.20 0.10 0.09 0.09

Queue Length 95th (ft) 14 0 0 8 0 0

Control Delay (s) 17.6 0.0 0.0 9.9 0.0 0.0

Lane LOS C A

Approach Delay (s) 17.6 0.0 2.1

Approach LOS C

Intersection Summary

Average Delay 1.4

Intersection Capacity Utilization 39.0% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

27: Rosemary Avenue & Evernia Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 11 12 66 37 12 5 42 89 26 5 80 10

Sign Control Stop Stop Free Free

Grade 0% 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 12 13 69 39 13 5 44 94 27 5 84 11

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 307 309 89 372 301 107 95 121

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 307 309 89 372 301 107 95 121

tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 98 98 93 93 98 99 97 100

cM capacity (veh/h) 615 585 968 521 591 947 1499 1466

Direction, Lane # EB 1 WB 1 NB 1 SB 1

Volume Total 94 57 165 100

Volume Left 12 39 44 5

Volume Right 69 5 27 11

cSH 835 559 1499 1466

Volume to Capacity 0.11 0.10 0.03 0.00

Queue Length 95th (ft) 9 8 2 0

Control Delay (s) 9.9 12.2 2.2 0.4

Lane LOS A B A A

Approach Delay (s) 9.9 12.2 2.2 0.4

Approach LOS A B

Intersection Summary

Average Delay 4.8

Intersection Capacity Utilization 31.6% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

28: Quadrille Boulevard & Evernia Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 44 14 778 106 12 294

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 46 15 819 112 13 309

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 1098 792

pX, platoon unblocked

vC, conflicting volume 1055 465 931

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 1055 465 931

tC, single (s) 6.8 6.9 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 79 97 98

cM capacity (veh/h) 217 544 731

Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2

Volume Total 61 546 385 116 206

Volume Left 46 0 0 13 0

Volume Right 15 0 112 0 0

cSH 254 1700 1700 731 1700

Volume to Capacity 0.24 0.32 0.23 0.02 0.12

Queue Length 95th (ft) 23 0 0 1 0

Control Delay (s) 23.6 0.0 0.0 1.3 0.0

Lane LOS C A

Approach Delay (s) 23.6 0.0 0.5

Approach LOS C

Intersection Summary

Average Delay 1.2

Intersection Capacity Utilization 34.9% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

33: Rosemary Avenue & Fern Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Sign Control Stop Stop Stop Stop

Volume (vph) 33 169 12 9 126 65 19 50 12 101 51 39

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 35 178 13 9 133 68 20 53 13 106 54 41

Direction, Lane # EB 1 WB 1 NB 1 SB 1

Volume Total (vph) 225 211 85 201

Volume Left (vph) 35 9 20 106

Volume Right (vph) 13 68 13 41

Hadj (s) 0.03 -0.15 -0.01 0.02

Departure Headway (s) 5.0 4.8 5.3 5.1

Degree Utilization, x 0.31 0.28 0.13 0.29

Capacity (veh/h) 673 692 607 643

Control Delay (s) 10.2 9.7 9.1 10.2

Approach Delay (s) 10.2 9.7 9.1 10.2

Approach LOS B A A B

Intersection Summary

Delay 9.9

Level of Service A

Intersection Capacity Utilization 46.7% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

34: Quadrille Boulevard & Fern Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 91 80 85 8 71 45 67 741 48 32 256 61

Sign Control Stop Stop Free Free

Grade 0% 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 96 84 89 8 75 47 71 780 51 34 269 64

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 711 1179

pX, platoon unblocked

vC, conflicting volume 985 1341 167 1280 1347 415 334 831

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 985 1341 167 1280 1347 415 334 831

tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 2 38 89 84 45 92 94 96

cM capacity (veh/h) 98 136 848 52 135 586 1222 797

Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2

Volume Total 269 131 461 441 168 199

Volume Left 96 8 71 0 34 0

Volume Right 89 47 0 51 0 64

cSH 158 164 1222 1700 797 1700

Volume to Capacity 1.70 0.80 0.06 0.26 0.04 0.12

Queue Length 95th (ft) 479 130 5 0 3 0

Control Delay (s) 391.8 80.7 1.8 0.0 2.3 0.0

Lane LOS F F A A

Approach Delay (s) 391.8 80.7 0.9 1.1

Approach LOS F F

Intersection Summary

Average Delay 70.3

Intersection Capacity Utilization 65.0% ICU Level of Service C

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

39: Quadrille Boulevard & Gardenia Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 0 0 0 0 0 0 0 0 0 0 0 0

Sign Control Stop Stop Free Free

Grade 0% 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 0 0 0 0 0 0 0 0 0 0 0 0

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 347

pX, platoon unblocked

vC, conflicting volume 0 0 0 0 0 0 0 0

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 0 0 0 0 0 0 0 0

tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 100 100 100 100 100 100 100 100

cM capacity (veh/h) 1023 896 1084 1023 896 1084 1622 1622

Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2

Volume Total 0 0 0 0 0 0

Volume Left 0 0 0 0 0 0

Volume Right 0 0 0 0 0 0

cSH 1700 1700 1700 1700 1700 1700

Volume to Capacity 0.00 0.00 0.00 0.00 0.00 0.00

Queue Length 95th (ft) 0 0 0 0 0 0

Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0

Lane LOS A A

Approach Delay (s) 0.0 0.0 0.0 0.0

Approach LOS A A

Intersection Summary

Average Delay 0.0

Intersection Capacity Utilization 0.0% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

40: Dixie Highway & Gardenia Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 0 0 0 0 0 0 0 0 0 0 0 0

Sign Control Stop Stop Free Free

Grade 0% 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 0 0 0 0 0 0 0 0 0 0 0 0

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 334 369

pX, platoon unblocked

vC, conflicting volume 0 0 0 0 0 0 0 0

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 0 0 0 0 0 0 0 0

tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 100 100 100 100 100 100 100 100

cM capacity (veh/h) 1023 896 1084 1023 896 1084 1622 1622

Direction, Lane # EB 1 WB 1 SB 1 SB 2

Volume Total 0 0 0 0

Volume Left 0 0 0 0

Volume Right 0 0 0 0

cSH 1700 1700 1700 1700

Volume to Capacity 0.00 0.00 0.00 0.00

Queue Length 95th (ft) 0 0 0 0

Control Delay (s) 0.0 0.0 0.0 0.0

Lane LOS A A

Approach Delay (s) 0.0 0.0 0.0

Approach LOS A A

Intersection Summary

Average Delay 0.0

Intersection Capacity Utilization 13.3% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

41: Rosemary Avenue & Gardenia Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 0 0 0 0 0 0

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 0 0 0 0 0 0

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 0 0 0

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 0 0 0

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 100 100 100

cM capacity (veh/h) 1023 1085 1623

Direction, Lane # WB 1 NB 1 SB 1

Volume Total 0 0 0

Volume Left 0 0 0

Volume Right 0 0 0

cSH 1700 1700 1700

Volume to Capacity 0.00 0.00 0.00

Queue Length 95th (ft) 0 0 0

Control Delay (s) 0.0 0.0 0.0

Lane LOS A

Approach Delay (s) 0.0 0.0 0.0

Approach LOS A

Intersection Summary

Average Delay 0.0

Intersection Capacity Utilization 0.0% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

43: Rosemary Avenue & Hibscus Street/Hibiscus Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Sign Control Stop Stop Stop Stop

Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 0 0 0 0 0 0 0 0 0 0 0 0

Direction, Lane # EB 1 WB 1 NB 1 SB 1

Volume Total (vph) 0 0 0 0

Volume Left (vph) 0 0 0 0

Volume Right (vph) 0 0 0 0

Hadj (s) 0.00 0.00 0.00 0.00

Departure Headway (s) 3.9 3.9 3.9 3.9

Degree Utilization, x 0.00 0.00 0.00 0.00

Capacity (veh/h) 917 917 917 917

Control Delay (s) 6.9 6.9 6.9 6.9

Approach Delay (s) 0.0 0.0 0.0 0.0

Approach LOS A A A A

Intersection Summary

Delay 0.0

Level of Service A

Intersection Capacity Utilization 0.0% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

46: Sapodilla Avenue & Hibscus Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Sign Control Stop Stop Stop

Volume (vph) 0 0 0 0 0 0

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 0 0 0 0 0 0

Direction, Lane # WB 1 NB 1 SB 1

Volume Total (vph) 0 0 0

Volume Left (vph) 0 0 0

Volume Right (vph) 0 0 0

Hadj (s) 0.00 0.00 0.00

Departure Headway (s) 3.9 3.9 3.9

Degree Utilization, x 0.00 0.00 0.00

Capacity (veh/h) 917 917 917

Control Delay (s) 6.9 6.9 6.9

Approach Delay (s) 0.0 0.0 0.0

Approach LOS A A A

Intersection Summary

Delay 0.0

Level of Service A

Intersection Capacity Utilization 0.0% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

49: Sapodilla Avenue & Clematis Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Sign Control Stop Stop Stop Stop

Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 0 0 0 0 0 0 0 0 0 0 0 0

Direction, Lane # EB 1 WB 1 NB 1 SB 1

Volume Total (vph) 0 0 0 0

Volume Left (vph) 0 0 0 0

Volume Right (vph) 0 0 0 0

Hadj (s) 0.00 0.00 0.00 0.00

Departure Headway (s) 3.9 3.9 3.9 3.9

Degree Utilization, x 0.00 0.00 0.00 0.00

Capacity (veh/h) 917 917 917 917

Control Delay (s) 6.9 6.9 6.9 6.9

Approach Delay (s) 0.0 0.0 0.0 0.0

Approach LOS A A A A

Intersection Summary

Delay 0.0

Level of Service A

Intersection Capacity Utilization 0.0% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

50: Sapodilla Avenue & Datura Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Sign Control Stop Stop Stop Stop

Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 0 0 0 0 0 0 0 0 0 0 0 0

Direction, Lane # EB 1 WB 1 NB 1 SB 1

Volume Total (vph) 0 0 0 0

Volume Left (vph) 0 0 0 0

Volume Right (vph) 0 0 0 0

Hadj (s) 0.00 0.00 0.00 0.00

Departure Headway (s) 3.9 3.9 3.9 3.9

Degree Utilization, x 0.00 0.00 0.00 0.00

Capacity (veh/h) 917 917 917 917

Control Delay (s) 6.9 6.9 6.9 6.9

Approach Delay (s) 0.0 0.0 0.0 0.0

Approach LOS A A A A

Intersection Summary

Delay 0.0

Level of Service A

Intersection Capacity Utilization 0.0% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

51: Sapodilla Avenue & Evernia Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 0 0 0 0 0 0 0 0 0 0 0 0

Sign Control Stop Stop Free Free

Grade 0% 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 0 0 0 0 0 0 0 0 0 0 0 0

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 0 0 0 0 0 0 0 0

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 0 0 0 0 0 0 0 0

tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 100 100 100 100 100 100 100 100

cM capacity (veh/h) 1023 896 1085 1023 896 1085 1623 1623

Direction, Lane # EB 1 WB 1 NB 1 SB 1

Volume Total 0 0 0 0

Volume Left 0 0 0 0

Volume Right 0 0 0 0

cSH 1700 1700 1700 1700

Volume to Capacity 0.00 0.00 0.00 0.00

Queue Length 95th (ft) 0 0 0 0

Control Delay (s) 0.0 0.0 0.0 0.0

Lane LOS A A

Approach Delay (s) 0.0 0.0 0.0 0.0

Approach LOS A A

Intersection Summary

Average Delay 0.0

Intersection Capacity Utilization 0.0% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis AM Future Volumes

52: Sapodilla Avenue & Fern Street All Aboard Florida

Future Conditions

AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Sign Control Stop Stop Stop Stop

Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 0 0 0 0 0 0 0 0 0 0 0 0

Direction, Lane # EB 1 WB 1 NB 1 SB 1

Volume Total (vph) 0 0 0 0

Volume Left (vph) 0 0 0 0

Volume Right (vph) 0 0 0 0

Hadj (s) 0.00 0.00 0.00 0.00

Departure Headway (s) 3.9 3.9 3.9 3.9

Degree Utilization, x 0.00 0.00 0.00 0.00

Capacity (veh/h) 917 917 917 917

Control Delay (s) 6.9 6.9 6.9 6.9

Approach Delay (s) 0.0 0.0 0.0 0.0

Approach LOS A A A A

Intersection Summary

Delay 0.0

Level of Service A

Intersection Capacity Utilization 0.0% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Alternative 1: Median Restriction

34: Quadrille Boulevard & Fern Street All Aboard Florida

Future Conditions

AM Peak Hour - Median Restriction

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 0 0 256 0 0 124 67 741 48 32 256 61

Sign Control Stop Stop Free Free

Grade 0% 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 0 0 269 0 0 131 71 780 51 34 269 64

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 711 1179

pX, platoon unblocked

vC, conflicting volume 1031 1341 167 1418 1347 415 334 831

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 1031 1341 167 1418 1347 415 334 831

tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 100 100 68 100 100 78 94 96

cM capacity (veh/h) 135 136 848 61 135 586 1222 797

Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2

Volume Total 269 131 461 441 168 199

Volume Left 0 0 71 0 34 0

Volume Right 269 131 0 51 0 64

cSH 848 586 1222 1700 797 1700

Volume to Capacity 0.32 0.22 0.06 0.26 0.04 0.12

Queue Length 95th (ft) 34 21 5 0 3 0

Control Delay (s) 11.2 12.9 1.8 0.0 2.3 0.0

Lane LOS B B A A

Approach Delay (s) 11.2 12.9 0.9 1.1

Approach LOS B B

Intersection Summary

Average Delay 3.5

Intersection Capacity Utilization 40.6% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Alternative 1: Median Restriction

34: Quadrille Boulevard & Fern Street All Aboard Florida

Future Conditions

PM Peak Hour - Median Restriction

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 0 0 237 0 0 205 119 399 15 50 439 144

Sign Control Stop Stop Free Free

Grade 0% 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 0 0 249 0 0 216 125 420 16 53 462 152

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 711 1179

pX, platoon unblocked

vC, conflicting volume 1319 1329 307 1264 1397 218 614 436

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 1319 1329 307 1264 1397 218 614 436

tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 100 100 64 100 100 73 87 95

cM capacity (veh/h) 72 127 689 70 116 786 962 1120

Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2

Volume Total 249 216 335 226 284 383

Volume Left 0 0 125 0 53 0

Volume Right 249 216 0 16 0 152

cSH 689 786 962 1700 1120 1700

Volume to Capacity 0.36 0.27 0.13 0.13 0.05 0.23

Queue Length 95th (ft) 41 28 11 0 4 0

Control Delay (s) 13.2 11.3 4.3 0.0 1.9 0.0

Lane LOS B B A A

Approach Delay (s) 13.2 11.3 2.6 0.8

Approach LOS B B

Intersection Summary

Average Delay 4.6

Intersection Capacity Utilization 39.8% ICU Level of Service A

Analysis Period (min) 15
HCM 2010 Signalized Intersection Summary Alternative 2: Signalization

34: Quadrille Boulevard & Fern Street All Aboard Florida

Future Conditions

AM Peak Hour - Signalized

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 91 80 85 8 71 45 67 741 48 32 256 61

Number 7 4 14 3 8 18 5 2 12 1 6 16

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3

Lanes 0 1 0 0 1 0 0 2 0 0 2 0

Cap, veh/h 192 138 120 77 244 143 188 1893 121 199 1478 351

Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.63 0.63 0.63 0.63 0.63 0.63

Sat Flow, veh/h 459 607 527 38 1071 628 180 3011 192 194 2351 559

Grp Volume(v), veh/h 269 0 0 130 0 0 461 0 441 184 0 183

Grp Sat Flow(s),veh/h/ln 1594 0 0 1737 0 0 1722 0 1661 1507 0 1597

Q Serve(g_s), s 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.5 0.0 0.0 2.7

Cycle Q Clear(g_c), s 8.5 0.0 0.0 3.4 0.0 0.0 6.8 0.0 7.5 2.3 0.0 2.7

Prop In Lane 0.36 0.33 0.06 0.36 0.15 0.12 0.18 0.35

Lane Grp Cap(c), veh/h 451 0 0 464 0 0 1157 0 1044 1024 0 1004

V/C Ratio(X) 0.60 0.00 0.00 0.28 0.00 0.00 0.40 0.00 0.42 0.18 0.00 0.18

Avail Cap(c_a), veh/h 841 0 0 901 0 0 1157 0 1044 1024 0 1004

HCM Platoon Ratio 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00

Uniform Delay (d), s/veh 19.7 0.0 0.0 17.9 0.0 0.0 5.1 0.0 5.2 4.3 0.0 4.3

Incr Delay (d2), s/veh 1.3 0.0 0.0 0.3 0.0 0.0 1.0 0.0 1.3 0.4 0.0 0.4

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile Back of Q (50%), veh/ln 3.3 0.0 0.0 1.4 0.0 0.0 2.6 0.0 2.7 0.9 0.0 0.9

Lane Grp Delay (d), s/veh 21.0 0.0 0.0 18.3 0.0 0.0 6.1 0.0 6.5 4.6 0.0 4.7

Lane Grp LOS C B A A A A

Approach Vol, veh/h 269 130 902 367

Approach Delay, s/veh 21.0 18.3 6.3 4.7

Approach LOS C B A A

Timer

Assigned Phs 4 8 2 6

Phs Duration (G+Y+Rc), s 16.7 16.7 39.0 39.0

Change Period (Y+Rc), s 4.0 4.0 4.0 4.0

Max Green Setting (Gmax), s 27.0 27.0 35.0 35.0

Max Q Clear Time (g_c+I1), s 10.5 5.4 9.5 4.7

Green Ext Time (p_c), s 2.2 2.4 9.2 9.8

Intersection Summary

HCM 2010 Ctrl Delay 9.2

HCM 2010 LOS A

Notes
HCM 2010 Signalized Intersection Summary Alternative 2: Signalization

34: Quadrille Boulevard & Fern Street All Aboard Florida

Future Conditions

PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 68 102 67 34 134 37 119 399 15 50 439 144

Number 7 4 14 3 8 18 5 2 12 1 6 16

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3

Lanes 0 1 0 0 1 0 0 2 0 0 2 0

Cap, veh/h 161 180 102 114 277 69 419 1342 52 185 1484 474

Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.63 0.63 0.63 0.63 0.63 0.63

Sat Flow, veh/h 347 816 461 173 1254 314 502 2116 82 172 2340 747

Grp Volume(v), veh/h 250 0 0 216 0 0 231 0 330 349 0 318

Grp Sat Flow(s),veh/h/ln 1624 0 0 1741 0 0 1019 0 1681 1697 0 1563

Q Serve(g_s), s 1.7 0.0 0.0 0.0 0.0 0.0 3.1 0.0 4.9 0.0 0.0 5.2

Cycle Q Clear(g_c), s 7.5 0.0 0.0 5.9 0.0 0.0 8.3 0.0 4.9 4.7 0.0 5.2

Prop In Lane 0.29 0.28 0.17 0.18 0.54 0.05 0.15 0.48

Lane Grp Cap(c), veh/h 442 0 0 460 0 0 747 0 1066 1151 0 992

V/C Ratio(X) 0.57 0.00 0.00 0.47 0.00 0.00 0.31 0.00 0.31 0.30 0.00 0.32

Avail Cap(c_a), veh/h 856 0 0 906 0 0 747 0 1066 1151 0 992

HCM Platoon Ratio 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00

Uniform Delay (d), s/veh 19.6 0.0 0.0 19.0 0.0 0.0 5.1 0.0 4.6 4.5 0.0 4.6

Incr Delay (d2), s/veh 1.1 0.0 0.0 0.7 0.0 0.0 1.1 0.0 0.8 0.7 0.0 0.9

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile Back of Q (50%), veh/ln 3.1 0.0 0.0 2.5 0.0 0.0 1.6 0.0 1.8 1.9 0.0 1.8

Lane Grp Delay (d), s/veh 20.7 0.0 0.0 19.8 0.0 0.0 6.2 0.0 5.3 5.2 0.0 5.5

Lane Grp LOS C B A A A A

Approach Vol, veh/h 250 216 561 667

Approach Delay, s/veh 20.7 19.8 5.7 5.3

Approach LOS C B A A

Timer

Assigned Phs 4 8 2 6

Phs Duration (G+Y+Rc), s 16.2 16.2 39.0 39.0

Change Period (Y+Rc), s 4.0 4.0 4.0 4.0

Max Green Setting (Gmax), s 27.0 27.0 35.0 35.0

Max Q Clear Time (g_c+I1), s 9.5 7.9 10.3 7.2

Green Ext Time (p_c), s 2.6 2.7 8.6 9.0

Intersection Summary

HCM 2010 Ctrl Delay 9.6

HCM 2010 LOS A

Notes
Traffic Impact Analysis

k:\wpb_tpto\1447\144772000 - aaf wpb station\report\2014-06-09_trafficanalysis.doc June 2014

APPENDIX E: ALL ABOARD FLORIDA DATA