Traffic Impact Analysis

All Aboard Florida – Miami Station

City of Miami, Florida

ã2014 Kimley-Horn and Associates, Inc.

Updated June 2014

April 2014

043537000

 Traffic Impact Analysis

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TABLE OF CONTENTS

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

PROJECT TRAFFIC .................................................................................................................................................................. 3

Existing and Proposed Land Uses............................................................................................................................. 3

Project Access .......................................................................................................................................................... 3

Trip Generation ........................................................................................................................................................ 3

Trip Distribution and Assignment ............................................................................................................................ 6

EXISTING TRAFFIC .................................................................................................................................................................. 9

FUTURE BACKGROUND TRAFFIC ........................................................................................................................................... 11

Background Area Growth ...................................................................................................................................... 11

Committed Development ...................................................................................................................................... 11

FUTURE TOTAL TRAFFIC ........................................................................................................................................................ 13

INTERSECTION CAPACITY ANALYSIS ...................................................................................................................................... 15

CONCLUSION ................................................................................................................................................................ 20

LIST OF FIGURES

Figure 1: Project Location Map ............................................................................................................................................... 2

Figure 2: Peak Hour Trip Distribution ..................................................................................................................................... 7

Figure 3: Peak Hour Trip Assignment ...................................................................................................................................... 8

Figure 4: Existing Peak Hour Traffic Volumes ....................................................................................................................... 10

Figure 5: Background Peak Hour Traffic Volumes................................................................................................................. 12

Figure 6: Future Total Peak Hour Traffic Volumes ................................................................................................................ 14

LIST OF TABLES

Table 1: Trip Generation ......................................................................................................................................................... 5

Table 2: Cardinal Trip Distribution .......................................................................................................................................... 6

Table 3: A.M. Intersection Capacity Analysis ........................................................................................................................ 16

Table 4: P.M. Intersection Capacity Analysis ........................................................................................................................ 18

LIST OF APPENDICES

Appendix A: Site Plan

Appendix B: Trip Generation

Appendix C: Transit Data

Appendix D: Trip Distribution

Appendix E: Traffic Data

Appendix F: Growth Trend Analyses

Appendix G: Committed Development Traffic Assignment

Appendix H: Volume Development Worksheets

Appendix I: Synchro Worksheets
 Traffic Impact Analysis

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INTRODUCTION

All Aboard Florida, LLC is proposing a new passenger rail station in the City of Miami as part of a

passenger rail service linking Miami, Fort Lauderdale, and West Palm Beach. The proposed rail

station is located south of NW 8th Street, north of NW 3rd Street, west of NW 1st Avenue, and

east of NW 2nd Avenue. Currently, the proposed development parcel is vacant. The project

includes a grade-separated All Aboard Florida (AAF) train station platform. Access to the

proposed passenger rail station is provided along NW 6th Street between NW 1st Court and NW

1

st Avenue and along NW 1st Avenue between NW 6th Street and NW 8th Street. Figure 1

illustrates the site’s location. A site plan is provided in Appendix A.

The purpose of this traffic impact study is to assess the project’s impact on the surrounding

transportation network and determine if adequate capacity is available to support future

demand.

This report summarizes the data collection, project trip generation and distribution, and

capacity analyses.
Figure 1

Project Location Map

All Aboard Florida - Miami Station

City of Miami, Florida

W Flagler Street

N

NOT TO SCALE
 Traffic Impact Analysis

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PROJECT TRAFFIC

Project traffic is defined as the vehicle trips expected to be generated by the project, and the

distribution and assignment of this traffic over the roadway network.

Existing and Proposed Land Uses

The project site parcel is currently vacant. The proposed development consists of a gradeseparated AAF train station platform.

Project Access

The station’s parking is located on-site with access along NW 6th Street between NW 1st Court

and NW 1st Avenue and along NW 1st Avenue between NW 6th Street and NW 8th Street.

Trip Generation

Trip generation calculations for the proposed passenger rail station were performed using

boarding and alighting ridership data provided in the AAF ridership information. Table 1

summarizes the project’s forecast trip generation for the weekday A.M. and weekday P.M. peak

hours. As shown in Table 1, this project is expected to generate 340 gross trips during the A.M.

and P.M. peak hours. Detailed trip generation information (including AAF ridership data) is

included in Appendix B.

Multimodal Reduction

The City of Miami’s Development of Regional Impact (DRI) Increment I and II provides

multimodal reduction factors to be applied to certain parts of the city. For the Central Business

District (CBD), an average reduction of 23 percent (23%) is recommended. It is expected that a

portion of visitors to the site as well as employees will utilize transit. Miami-Dade County

Transit (MDT) provides bus service via seven (7) routes in the vicinity of the site, in addition to

the Metromover and Metrorail. The following transit services are provided:

· Route 2 operates with 20 minute headways.
 Traffic Impact Analysis

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· Route 21 operates with 30 minute headways.

· Route 95 Express operates with 10 minute headways.

· Route 207/208 operates with 20 minute headways.

· Route 208 operates with 15 minute headways.

· Route 211 operates with 45 minute headways.

· Route 243 operates with 30 minute headways.

· Metrorail operates with 8 minute headways.

· Metromover operates with 1.5 minute headways.

Detailed route information and headway data is provided in Appendix C.

Vehicle Occupancy Reduction

The Institute of Transportation Engineers (ITE) trip generation assumes a vehicle occupancy rate

of 1.2 persons per vehicle; however, the City of Miami has determined that 1.4 persons per

vehicle are more appropriate for the local area. Therefore, vehicular trips were reduced by 16

percent (16.0%) to adjust for these vehicle occupancy assumptions.

Net New Trips

Net new project trips are equal to the gross project trips minus the internal capture,

multimodal reduction, vehicle occupancy reduction, and existing development trips. The net

new project trips represent additional vehicles on the roadway network. As shown in Table 1,

this project is expected to generate 198 net new trips during the A.M. and P.M. peak hours.
 Traffic Impact Analysis

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Table 1: Trip Generation

Proposed Land Use

Gross Trips 23% Multimodal

Reduction Factor External Trips 10% PedestrianReduction Factor New Project Trips

Enter Exit Total Percent PB

Trips Enter Exit Total Percent PedTrips Enter Exit Total

A.M. Peak Hour (P.M. Peak Hour)

Train Station 136

(204)

204

(136)

340

(340)

23.0%

(23.0%)

78

(78)

105

(157)

157

(105)

262

(262)

10.0%

(10.0%)

26

(26)

95

(141)

141

(95)

236

(236)

Subtotal 136

(204)

204

(136)

340

(340)

23.0%

(23.0%)

78

(78)

105

(157)

157

(105)

262

(262)

10.0%

(10.0%)

26

(26)

95

(141)

141

(95)

236

(236)

16% VOF

Reduction

15

(23)

23

(15)

38

(38)

Net New Vehicle

Trips

80

(118)

118

(80)

198

(198)
 Traffic Impact Analysis

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Trip Distribution and Assignment

The likely distribution of project traffic was forecast for trips expected to be generated by the

project. The trip distribution was based on a cardinal trip distribution obtained from the 2035

Cost Feasible Plan for the area’s traffic analysis zones (TAZ 515, 518, 526, 527, 528, 531, 532,

and 533). The average cardinal trip distribution for all TAZ’s is provided in Table 2. The detailed

cardinal distribution is included in Appendix D.

Table 2: Cardinal Trip Distribution

Cardinal Direction Percentage of Trips

North-Northeast 14%

East-Northeast 13%

East-Southeast 4%

South-Southeast 9%

South-Southwest 11%

West-Southwest 17%

West-Northwest 16%

North-Northwest 16%

Total 100%

Project trips were then distributed and assigned to the roadway network based on the likely

routes by inbound and outbound traffic from the proposed development. Figures 2 and 3 show

the project distribution and assignment for the A.M. and P.M. peak hours.
5 'Int 5'! 6 'Int 6'! 7 'Int 7'!

(2.0%) 31.0%

8 'Int 8'! 9 'Int 9'!

23 'Int 23'!

10 'Int 10'! 11 'Int 11'! 12 'Int 12'!

(8.0%)

(59.0%) 57.0%

(15.0%)

13 'Int 13'! 14 'Int 14'! 15 'Int 15'!

16 'Int 16'!

17 'Int 17'! 18 'Int 18'!

19 'Int 19'!

20 'Int 20'! 21 'Int 21'!

6.0%

15.0%

4.0%

(5.0%)

(11.0%)

(6.0%)(4.0%)

2.0%

15.0% 11.0%

6.0%

(1.0%)(16.0%)

10.0%

5.0%

1.0% 6.0%

(1.0%)(17.0%)

(10.0%)

12.0%

(18.0%)

21.0

16.0% %

12.0%

28.0%

28.0%

(10.0%)(13.0%)(18.0%)

49.0%

(25.0%)

(18.0%)

(16.0%) 8.0%

(52.0%)

(23.0%)

(8.0%)

(25.0%)

(22.0%)

(3.0%)

26.0%

31.0%

31.0%

(10.0%)

(6.0%)(2.0%)

(10.0%)

10.0%

(2.0%)

2.0%5

(4.0%) .0%

(2.0%)

(38.0%)

43.0% (15.0%)

N

NOT TO SCALE

Legend

Study Roadway

Study Intersection

XX% Entering Trip Distribution

(XX)% Exiting Trips Distribution

Figure 2

AM & PM Peak Hour Trip Distribution

All Aboard Florida - Miami Station

City of Miami, Florida

NW 8th Street

NW 7th Street

NW 6th Street

NW 5th Street

NW 4th Street

NW 3rd Street

NW 2nd Street

NW 1st Street

NW 2nd

Avenue

NW 1st Court

NW 1st

Avenue

Driveway

Pro

p

o

s

e

d

R

ail

Statio

n

Miami-Dade Metrorail

Florida East

Coast Railway

Driveway

Driveway
5 'Int 5'! 6 'Int 6'! 7 'Int 7'!

(39) 27

12

8 'Int 8'! 9 'Int 9'!

23 'Int 23'!

10 'Int 10'! 11 'Int 11'! 12 'Int 12'!

(6)

(48) 61

45 (67)

18 (12)

13 'Int 13'! 14 'Int 14'! 15 'Int 15'!

16 'Int 16'!

17 'Int 17'! 18 'Int 18'!

19 'Int 19'!

20 'Int 20'! 21 'Int 21'!

(6)(2)

4

2 (1)

5 (3) 2

21 26

4

(37)

(2) 2

8 (12)

(8)

(37) 25

(31)

(18)

(2)(4)(2)

25 7

2

(8) 12

35 (51)

30

(30) 45

(20)

(6) 9

(12)(18)

(42)

30 (20)

19 (13) 70 6 (9)

9

1827

21 (15)

39 (58)

(15)(8)(10)

211215

(33) 22

17

(19) 13 22

10

(33)

(25)

(15)

(14)

10

21

(14)

(1)(14)

(8)

12012

(1) 1 (7) 5

4 (6)

(12)

958

(1)(13)

119

(13)

(7)

(2) 2

12

(4)(9)(5)(3)

(18)

75

3 (5)

613

12 (18)

(7) 5

N

NOT TO SCALE

Legend

Study Roadway

Study Intersection

XX AM Peak Hour Trip Assignment

(XX) PM Peak Hour Trip Assignment

Figure 3

Peak Hour Trip Assignment

All Aboard Florida - Miami Station

City of Miami, Florida

NW 8th Street

NW 7th Street

NW 6th Street

NW 5th Street

NW 4th Street

NW 3rd Street

NW 2nd Street

NW 1st Street

NW 2nd

Avenue

NW 1st Court

NW 1st

Avenue

Driveway

Pro

p

o

s

e

d

R

ail

Statio

n

Miami-Dade Metrorail

Florida East

Coast Railway

Driveway

Driveway
 Traffic Impact Analysis

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EXISTING TRAFFIC

Turning movement counts for the A.M. peak period were selected from 7:30 A.M. to 9:30 A.M.

based on the downtown and business district characteristics of the general area as well as input

from City of Miami transportation staff. Turning movement counts for the P.M. peak period

were selected from 4:00 P.M. to 6:00 P.M. Turning movement counts were collected at the

following intersections:

· NW 8th Street and NW 2nd Avenue

· NW 8th Street and NW 1st Court

· NW 8th Street and NW 1st Avenue

· NW 7th Street and NW 2nd Avenue

· NW 7th Street and NW 1st Court

· NW 6th Street and NW 2nd Avenue

· NW 6th Street and NW 1st Court

· NW 6th Street and NW 1st Avenue

· NW 5th Street and NW 2nd Avenue

· NW 5th Street and NW 1st Court

· NW 5th Street and NW 1st Avenue

· NW 4th Street and NW 2nd Avenue

· NW 3rd Street and NW 2nd Avenue

· NW 3rd Street and NW 1st Avenue

· NW 2nd Street and NW 2nd Avenue

· NW 1st Street and NW 2nd Avenue

· NW 1st Street and NW 1st Avenue

The volumes were collected in 15-minute intervals and the peak hour was determined for each

intersection. Additionally, the Florida Department of Transportation (FDOT) peak season

conversion factor for the time period when data was collected was reviewed and determined to

be 1.0. As a result, the FDOT peak season conversion factor does not alter the raw turning

movement counts.

The turning movement counts, FDOT peak season factory category report, and signal timing

data are included in Appendix E. Figures 4 and 5 present the existing turning movement

volumes at the study intersections during the A.M. and P.M. peak hours.
5 'Int 5'! 6 'Int 6'! 7 'Int 7'!

8 'Int 8'! 9 'Int 9'!

10 'Int 10'! 11 'Int 11'! 12 'Int 12'!

13 'Int 13'! 14 'Int 14'! 15 'Int 15'!

16 'Int 16'!

17 'Int 17'! 18 'Int 18'!

19 'Int 19'!

20 'Int 20'! 21 'Int 21'!

(71)

138

(54)

97 (318)

10 (51)

133 (254)

(43)(81)

103196

46 (47)

(39) 30

104

68

(12) 28

(70) 235 56

302

(13) 46

(501)

(77)(176)(23)

3922547

41

44

(4)

(55)

322

62

7

(161)(100)

(213)(10)

30282

7 (71)

(472)(109)

23

(447) 870 78

54

(47) 167

102

(20) 30 (51) 116

(490)

(26) 30

(342) 1,026

181152

(68) 160

23428

1,170

167

54

(64)

(157)

18

(19)(13)(15)

1518

(10)(11)

(34) (44)

19391

14 (27)

210 (446)

18 (6)

(23)

44 (122)

197 (706)

10 (11)

50 (133)

(25) 36

(34)

(101)

150

(156)

(308)

(45)(117)

61200

34 (71)

140 (608)

80 (66)

(8) 14

1248

(412)

2059

173

261

15 (35)

8 (7)

(42)

(118)

(14)

(148)(11)(38)

(58)(50)

13 (23)

92 (96)

21 (6)

46

(182) 204 9

2916

(34) 227

(11)(23)(3)

31355

(114)

13

118 (157)

(9)

(248) 441 22

18

(44) 80

(132)(255)

(57)

14 (16)

(31) 9

(26)

(203)

(222) 473 24

80

(32) 73

90

(59)(103)(11)

6616927

7

95

(97)

(144)

(24)(236)

(103)(434)

(50)

51234

139

(102) 289

(41)

(557)

(95)(193)

(41) 52

65

447

(60)

41

443

42380

55

145

(54)

(564)

(40)

45 (35)

(54)(64)(3)

6210513

(53)

(305)

92 (78)

144

(157)

(9)

(321)

38 (19)

34

221

9

N

NOT TO SCALE

Legend

Study Roadway

Study Intersection

XX AM Peak Hour Traffic

(XX) PM Peak Hour Traffic

Figure 4

2014 Existing Peak Hour Traffic

All Aboard Florida - Miami Station

City of Miami, Florida

NW 8th Street

NW 7th Street

NW 6th Street

NW 5th Street

NW 4th Street

NW 3rd Street

NW 2nd Street

NW 1st Street

NW 2nd

Avenue

NW 1st Court

NW 1st

Avenue

Miami-Dade Metrorail

Florida East

Coast Railway
 Traffic Impact Analysis

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FUTURE BACKGROUND TRAFFIC

Future background traffic conditions are defined as expected traffic conditions on the roadway

network in the year 2016 without the construction of the development. Future background

traffic volumes used in the analysis are the sum of the existing traffic and an additional amount

of traffic generated by growth in the study area. Refer to Figure 5 for the year 2016 peak hour

background traffic volumes during the weekday A.M. and P.M. peak hours.

Background Area Growth

Future traffic growth on the transportation network was determined based upon historic

growth trends, at nearby FDOT traffic count stations. The following FDOT traffic count stations

were referenced for this analysis:

· FDOT count station no. 7044 located on NW 10th Street, 350 feet east of NW 3rd Avenue

· FDOT count station no. 7062 located on NW 2nd Avenue, 100 feet south of NW 8th Street

The 5-year trend analysis determined the average growth rate to be negative 7.07 percent (-

7.07%). In order to provide a conservative analysis, a growth rate of 0.50 percent (0.50%) was

used in the analysis. Historical traffic count data and growth trend calculations are included in

Appendix F.

Committed Development

Miami World Center was identified as a committed (not yet built) development and is included

in the analysis. Therefore, traffic projected from this development was added to background

A.M. and P.M. peak hour traffic. Corresponding traffic assignments and site plans are included

in Appendix G.
5 'Int 5'! 6 'Int 6'! 7 'Int 7'!

8 'Int 8'! 9 'Int 9'!

10 'Int 10'! 11 'Int 11'! 12 'Int 12'!

13 'Int 13'! 14 'Int 14'! 15 'Int 15'!

16 'Int 16'!

17 'Int 17'! 18 'Int 18'!

19 'Int 19'!

20 'Int 20'! 21 'Int 21'!

(40)

(159)

(9)

41

447

(55)

(570)

34

223

9

(79)

146 (308) 145 (324)

38 (19)

13

93

42384

56 (54)

63106

45 (35)

(41)

(563)

(96)(195)(55)(65)(3)

(41) 53

66

451

(61) 140

52236

(98)

(145)

57

305139

(24)(238)

105

69

(13) 46 (103) 292

(71) 237

(104)(438)

(51)

(52)

98 (321) 134 (257)

46 (47)

10

(12) 28 (39) 30

3922747

41 (55)

104198

44 (72)

(506)

(4)

(78)(178)(23)(43)(82)

7 (56)

325

63

(215)(10)

(477)(110)

30583

7 (72)

7955

(69) 162 (47)

(163)(101)

(345) 1,036

183154

(495)

169

1,182 (451) 879

(26) 30 (20) 30 (52) 117

236281810323

(34)(15)(158)(19)(13)

(65)

(159)(134)(311)

(10)(11)

51

152169

551518

(23)(44)

(72)

36

81 (67) 10 (11)

147 (624) 14

205 (723)

(6)

14 (27)

18

44 (123)

19592

218 (460)

(45)(118)(25)(8)

62202

34

(102)

1248

(416)

(34)

175

8 (7)

264

15 (35)

2060

(149)(11)(38)

(133)(258)

(58)(42)

(285) 497 24

8191

(311)

(119)

(14)(59)(51)

2916

(32) 74 (44) 81 (34) 229

464 22

9

18

(245) 225

14 (16) 13 (9) 21 (6)

(31) 9 (115) 46

313567171275

13 (23)

129 (267) 152 (221) 126 (159)

7 (26)

(60)(104)(11)(11)(23)(3)

N

NOT TO SCALE

Legend

Study Roadway

Study Intersection

XX AM Peak Hour Traffic

(XX) PM Peak Hour Traffic

Figure 5

2016 Future Background Peak Hour Traffic

All Aboard Florida - Miami Station

City of Miami, Florida

NW 8th Street

NW 7th Street

NW 6th Street

NW 5th Street

NW 4th Street

NW 3rd Street

NW 2nd Street

NW 1st Street

NW 2nd

Avenue

NW 1st Court

NW 1st

Avenue

Miami-Dade Metrorail

Florida East

Coast Railway
Traffic Impact Analysis

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FUTURE TOTAL TRAFFIC

Future total traffic conditions are defined as the expected traffic conditions in the year 2016

with the proposed train station operational. Total traffic volumes considered in the analysis for

this project are the sum of the year 2016 background traffic volumes and the expected project

traffic volumes. The peak hour future traffic volumes for the A.M. and P.M. peak hours are

shown in Figure 6. Volume development worksheets for the study intersections are included in

Appendix H.
5 'Int 5'! 6 'Int 6'! 7 'Int 7'!

(356) 500

12

8 'Int 8'! 9 'Int 9'!

23 'Int 23'!

10 'Int 10'! 11 'Int 11'! 12 'Int 12'!

(129)

(771) 61

45 (67)

433 (705)

13 'Int 13'! 14 'Int 14'! 15 'Int 15'!

16 'Int 16'!

17 'Int 17'! 18 'Int 18'!

19 'Int 19'!

20 'Int 20'! 21 'Int 21'!

(60)(104)(17)(11)(25)(3)

6717131

9 (27)

134 (270) 152 (221) 5125 (159)

13 (23)

3137

518 50

8591

(348)

(31) 9 (117) 48

14 (16) 13 (9) 29 (18)

(32) 81

(8)

(71) 254

9

2916

(316)

(42)

(119)

(14)

(151)(260)

(58)

(63)(53)

489 29

20

(253) 237

74 (44)

264

15 (35)

2060

(149)(11)(38)

35287

8 (7) (51)

(66)

205

(30) 45 6

(4

2

36)

(34)

(108)

1257

(181)

(45)(118)(25)(8)(35)(62)

(42)

62202

64 (92)

18 (6)

14 (27)

166 (637) 275 224 (469)

3614

53

213119

102 (82) 10 (11)

208

5515

18

51

152

(123)(159)

(173)(19)(13)

(134)(311)

(10)(11)

(42)(25)

257281811538

(26) 30 (20) 30 (85) 139

96

55

(69) 162 (47) 169

(364) 1,049 1,204 (451) 879

183

164

(528)

(72)

(188)(101)

(230)

(10)

(477)(124)

335

63

32683

7

(520)

(4)

(79)(192)(23)

7 (56)

(43)

(90)

4024747

41 (55)

104210

44 (72) 46 (47)

(13) 29 (46) 35

14 (58)

98 (321) 134 (257)

(98)

(157)

105

77

(13) 46 (103) 292

(71) 237 57

314144

(25)(251)

53255

(104)(451)

(58)

(43) 55

66

463

(100)(204)

(55)

(70)

(6)

(61) 140

(41)

(581)

45 (35) 38 (19)

11318

96 (84)

146 (308) 145 (324) 48

397

56 (54)

63

41

459

(55)

(588)

(40)

(166)

(9)

34

228

9

N

NOT TO SCALE

Legend

Study Roadway

Study Intersection

XX AM Peak Hour Traffic

(XX) PM Peak Hour Traffic

Figure 6

2016 Future Total Peak Hour Traffic

Volumes

All Aboard Florida - Miami Station

City of Miami, Florida

NW 8th Street

NW 7th Street

NW 6th Street

NW 5th Street

NW 4th Street

NW 3rd Street

NW 2nd Street

NW 1st Street

NW 2nd

Avenue

NW 1st Court

NW 1st

Avenue

Driveway

Pro

p

o

s

e

d

R

ail

Statio

n

Miami-Dade Metrorail

Florida East

Coast Railway

Driveway

Driveway
Traffic Impact Analysis

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INTERSECTION CAPACITY ANALYSIS

The operating conditions were analyzed for the study intersections. Three (3) scenarios

(existing conditions, future background conditions, and future total conditions) were analyzed

using Trafficware’s SYNCHRO 8.0 Software, which applies methodologies outlined in the

Transportation Research Board’s (TRB’s) Highway Capacity Manual, 2000/2010 Edition.

Synchro worksheets for the study intersections are included in Appendix I. A summary of the

intersection and driveway analyses for the A.M. and P.M. peak hours is presented in Table 3.

As Table 3 indicates, all study intersections are expected to operate at adopted levels of service

(LOS E or better) during the A.M. and P.M. peak hours under all analysis conditions.
Traffic Impact Analysis

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Report\FECI TIA June 2014_rev.docx Page - 16 June 2014

Table 3: A.M. Intersection Capacity Analysis

Intersection Traffic Control Overall

LOS/Delay

Approach LOS

EB WB NB SB

Existing Conditions (Future Background) [Future Total]

NW 8th Street and

NW 2nd Avenue Signalized

C/24.5 sec

(C/24.9 sec)

[C/25.8 sec]

C

(C)

[C]

B

(B)

[B]

C

(C)

[C]

B

(B)

[B]

NW 8th Street and

NW 1st Court Unsignalized (1) (2) (2)

B

(B)

[B]

N/A

NW 8th Street and

NW 1st Avenue Unsignalized (1) (2) (2)

B

(B)

[C]

B

(B)

[C]

NW 7th Street and

NW 2nd Avenue

Unsignalized (1) N/A

B

(B)

[B]

(2) (2)

NW 7th Street and

NW 1st Court Unsignalized (3) (3) (3) (3) (3)

NW 6th Street and

NW 2nd Avenue Signalized

C/25.8 sec

(C/26.0 sec)

[C/26.3 sec]

N/A

C

(C)

[C]

C

(C)

[C]

C

(C)

[C]

NW 6th Street and

 NW 1st Court Unsignalized (1) (2) (2)

B

(B)

[B]

B

(B)

[B]

NW 6th Street and

NW 1st Avenue

Unsignalized (1) (2) (2)

D

(D)

[E]

B

(B)

[B]

NW 5th Street and

NW 2nd Avenue

Signalized

C/22.6 sec

(C/22.8 sec)

[C/23.1 sec]

C

(C)

[C]

N/A

A

(A)

[A]

C

(C)

[C]

NW 5th Street and

NW 1st Court Unsignalized (1) (2) N/A N/A

A

(A)

[A]

NW 5th Street and

NW 1st Avenue Signalized

C/34.3 sec

(C/34.4 sec)

[C/34.4 sec]

D

(D)

[D]

N/A

B

(B)

[B]

B

(B)

[B]

NW 4th Street and

NW 2nd Avenue Unsignalized (1) N/A

B

(B)

[B]

(2) (2)

NW 3rd Street and

NW 2nd Avenue Signalized

B/17.6 sec

(B/17.7 sec)

[B/17.3 sec]

D

(D)

[D]

D

(D)

[D]

A

(A)

[A]

A

(A)

[A]

NW 3rd Street and

NW 1st Avenue

Signalized

C/23.3 sec

(C/23.3 sec)

[C/23.9 sec]

B

(B)

[B]

B

(B)

[B]

C

(C)

[C]

D

(D)

[D]

NW 2nd Street and

NW 2nd Avenue

Signalized(4)

B/12.8 sec

(B/12.8 sec)

[B/12.8 sec]

C

(C)

[C]

N/A

A

(A)

[A]

A

(A)

[A]

NW 1st Street and

NW 2nd Avenue

Signalized

B/12.0 sec

(B/12.1 sec)

[B/12.1 sec]

N/A

B

(B)

[B]

B

(B)

[B]

A

(A)

[A]

NW 1st Street and

NW 1st Avenue Signalized

B/17.5 sec

(B/17.5 sec)

[B/17.5 sec]

N/A

C

(C)

[C]

B

(B)

[B]

B

(B)

[B]

Project Driveway and

NW 6th Street Unsignalized (1) N/A (2) N/A [B]

Project Driveway and

NW 1st Avenue

Unsignalized (1) [A] N/A (2) (2)
Traffic Impact Analysis

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Report\FECI TIA June 2014_rev.docx Page - 17 June 2014

Table 3 (Continued): A.M. Intersection Capacity Analysis

Intersection Traffic Control Overall

LOS/Delay

Approach LOS

EB WB NB SB

Existing Conditions (Future Background) [Future Total]

Project Driveway and

NW 8th Street Unsignalized (1) (2) (2) [B] N/A

Notes: (1) Overall intersection LOS is not defined, as intersection operates under stop-control conditions.

(2) Approach operates under free-flow conditions; therefore, no level of service is provided

(3) No results provided as intersection operates as free-flow

(4) Due to intersection geometry, HCM 2010 can’t be used. Therefore, HCM 2000 results are provided.
Traffic Impact Analysis

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Report\FECI TIA June 2014_rev.docx Page - 18 June 2014

Table 4: P.M. Intersection Capacity Analysis

Intersection Traffic Control Overall

LOS/Delay

Approach LOS

EB WB NB SB

Existing Conditions (Future Background) [Future Total]

NW 8th Street and

NW 2nd Avenue Signalized

C/27.7 sec

(C/29.3 sec)

[C/30.5 sec]

C

(C)

[C]

C

(C)

[C]

C

(C)

[D]

B

(B)

[B]

NW 8th Street and

NW 1st Court Unsignalized (1) (2) (2)

B

(B)

[B]

N/A

NW 8th Street and

NW 1st Avenue Unsignalized (1) (2) (2)

C

(C)

[C]

B

(C)

[C]

NW 7th Street and

NW 2nd Avenue

Unsignalized (1) N/A

B

(B)

[B]

(2) (2)

NW 7th Street and

NW 1st Court Unsignalized (3) (3) (3) (3) (3)

NW 6th Street and

NW 2nd Avenue Signalized

D/36.4 sec

(D/38.7 sec)

[D/47.2 sec]

N/A

E

(E)

[E]

A

(A)

[A]

B

(B)

[B]

NW 6th Street and

 NW 1st Court Unsignalized (1) (2) (2)

C

(C)

[C]

C

(C)

[C]

NW 6th Street and

NW 1st Avenue Unsignalized (1) (2) (2)

B

(B)

[C]

B

(B)

[B]

NW 5th Street and

NW 2nd Avenue

Signalized

B/12.1 sec

(B/12.2 sec)

[B/12.4 sec]

C

(C)

[C]

N/A

A

(A)

[A]

A

(A)

[A]

NW 5th Street and

NW 1st Court Unsignalized (1) (2) N/A N/A

B

(B)

[B]

NW 5th Street and

NW 1st Avenue Signalized

C/26.0 sec

(C/26.1 sec)

[C/26.6 sec]

C

(C)

[C]

N/A

D

(D)

[D]

C

(C)

[C]

NW 4th Street and

NW 2nd Avenue Unsignalized (1) N/A

C

(C)

[C]

(2) (2)

NW 3rd Street and

NW 2nd Avenue Signalized

B/15.4 sec

(B/15.5 sec)

[B/18.4 sec]

C

(C)

[C]

D

(D)

[D]

A

(A)

[A]

A

(A)

[A]

NW 3rd Street and

NW 1st Avenue Signalized

B/18.3 sec

(B/18.3 sec)

[B/18.7 sec]

A

(A)

[A]

A

(A)

[A]

C

(C)

[C]

C

(C)

[C]

NW 2nd Street and

NW 2nd Avenue

Signalized(4)

A/4.9 sec

(A/4.9 sec)

[A/4.9 sec]

C

(C)

[C]

N/A

A

(A)

[A]

A

(A)

[A]

NW 1st Street and

NW 2nd Avenue

Signalized

B/18.4 sec

(B/18.4 sec)

[B/18.4 sec]

N/A

C

(C)

[C]

B

(B)

[B]

A

(A)

[A]

NW 1st Street and

NW 1st Avenue Signalized

C/20.9 sec

(C/21.0 sec)

[C/21.0 sec]

N/A

C

(C)

[C]

B

(B)

[B]

B

(B)

[B]

Project Driveway and

NW 6th Street Unsignalized (1) N/A (2) N/A [B]

Project Driveway and

NW 1st Avenue

Unsignalized (1) [A] N/A (2) (2)
Traffic Impact Analysis

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Report\FECI TIA June 2014_rev.docx Page - 19 June 2014

Table 4 (Continued): P.M. Intersection Capacity Analysis

Intersection Traffic Control Overall

LOS/Delay

Approach LOS

EB WB NB SB

Existing Conditions (Future Background) [Future Total]

Project Driveway and

NW 8th Street Unsignalized (1) (2) (2) [B] N/A

Notes: (1) Overall intersection LOS is not defined, as intersection operates under stop-control conditions.

(2) Approach operates under free-flow conditions; therefore, no level of service is provided

(3) No results provided as intersection operates as free-flow

(4) Due to intersection geometry, HCM 2010 can’t be used. Therefore, HCM 2000 results are provided.
Traffic Impact Analysis

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Report\FECI TIA June 2014_rev.docxPage - 20 June 2014

CONCLUSION

This traffic impact study assessed the impacts of the proposed new passenger rail station in

Miami as part of a passenger rail service linking Miami, Fort Lauderdale, and West Palm Beach.

The proposed development includes a grade-separated AAF train station platform.

Trip generation calculations indicate that the project is expected to generate 198 net new

vehicular trips during both the A.M. and P.M. peak hours.

Intersection capacity analyses were performed for existing conditions and for future conditions

with and without project traffic. Results of the analyses demonstrate that study intersections in

the vicinity of the project site operate at adopted levels of service during both the A.M. and

P.M. peak hours under all analysis conditions, including existing, background (future without

project), and future total (with project) conditions.
APPENDIX A:

Site Plan

APPENDIX B:

Trip Generation

Boarding Alighting Total

Miami Station 2019 Daily Boarding and Alighting Data(1) 1,753 1,651 3,404

A.M. Peak Hour Boarding and Alighting

(assume 10 percent of daily, 40% boarding and 60% alighting): 136 204 340

P.M. Peak Hour Boarding and Alighting

(assume 10 percent of daily, 60% boarding and 40% alighting): 204 136 340

Note: (1) Based on All Aboard Florida Ridership and Revenue Data Report Base Case Forecast, April 2014.

All Aboard Florida Train Station Trip Generation Development
PROPOSED AM PEAK HOUR TRIP GENERATION

ITE ITE ITE Percent IC IC

Land Use Edition Code Scale Units In Out In Out Total Percent Trips In Out Total Percent Trips In Out Total Percent Trips In Out Total

1 Train Station 40% 60% 136 204 340 23.0% 78 105 157 262 10.0% 26 95 141 236 0.0% 0 95 141 236

2

3

4

5

6

7

8

9

10

11

12

Net New Development 136 204 340 23.0% 78 105 157 262 10.0% 26 95 141 236 0.0% 0 95 141 236

ITE Code Equation 16% VOF Reduction 15 23 38

Net New Vehicle Trips 80 118 198

Notes: (1) Based on average DRI CBD Increment I (23.3%) and Increment II (22.6%)

(2) Based on DRI Increment II Update pedestrian reduction

PROPOSED PM PEAK HOUR TRIP GENERATION

ITE ITE ITE Percent IC IC

Land Use Edition Code Scale Units In Out In Out Total Percent Trips In Out Total Percent Trips In Out Total Percent Trips In Out Total

1 Train Station 60% 40% 204 136 340 23.0% 78 157 105 262 10.0% 26 141 95 236 0.0% 0 141 95 236

2

3

4

5

6

7

8

9

10

11

12

Net New Development 204 136 340 23.0% 78 157 105 262 10.0% 26 141 95 236 0.0% 0 141 95 236

ITE Code Equation 16% VOF Reduction 23 15 38

Net New Vehicle Trips 118 80 198

Notes: (1) Based on average DRI CBD Increment I (23.3%) and Increment II (22.6%)

(2) Based on DRI Increment II Update pedestrian reduction

10% PEDESTRIAN

REDUCTION FACTOR(2)

10% PEDESTRIAN

REDUCTION FACTOR(2) PROJECT TRIPS

NET NEW

PROJECT TRIPS

NET NEW

INTERNAL

VOLUMES CAPTURE

VOLUMES

INTERNAL

CAPTURE

ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL

DISTRIBUTION

ITE TRIP GENERATION CHARACTERISTICS MULTIMODAL

DISTRIBUTION

GROSS

PROJECT TRIPS

MULTIMODAL

REDUCTION(1) VOLUMES

VOLUMES

DIRECTIONAL GROSS

Train

Station

Based on AAF Ridership Data, see

attached data calculation

Train

Station

Based on AAF Ridership Data, see

attached data calculation

PROJECT TRIPS REDUCTION(1)

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Trip Gen\FECI tripgen 04 02 14.xlsx: PRINT-PEAK HOUR

4/10/2014,5:37 PM
APPENDIX C:

Transit Data
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Routes Schedule

2 Schedule

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Service: Weekday Direction: Northbound

NE 1 AV &

NE 4 ST

OVERTOWN

STA & 550 NW

1 AV

NW 2 AV

& NW 35

ST

NW 2 AV

& NW 79

ST

NE 84 ST

& NE 2 AV

NW 2 AV

& NW 91

ST

N MIAMI

AV & NE

119 ST

NE 167 ST

& N MIAMI

AV

NE 15 AV

& NE 165

ST

05:30AM 05:33AM 05:44AM 05:55AM 06:00AM - - - -

05:55AM 05:58AM 06:09AM 06:20AM - - 06:29AM 06:40AM 06:49AM

06:25AM 06:28AM 06:39AM 06:50AM 06:55AM - - - -

06:45AM 06:48AM 06:59AM 07:14AM - - 07:25AM 07:37AM 07:46AM

07:05AM 07:09AM 07:22AM 07:37AM 07:42AM - - - -

07:25AM 07:29AM 07:42AM 07:57AM 08:02AM - - - -

07:45AM 07:49AM 08:02AM 08:17AM 08:22AM - - - -

08:05AM 08:09AM 08:22AM 08:37AM - 08:43AM 08:52AM 09:04AM 09:13AM

08:25AM 08:29AM 08:42AM 08:57AM 09:02AM - - - -

08:45AM 08:49AM 09:02AM 09:16AM 09:21AM - - - -

09:05AM 09:09AM 09:22AM 09:36AM - - 09:46AM 09:58AM 10:07AM

09:25AM 09:29AM 09:42AM 09:56AM 10:01AM - - - -

09:45AM 09:49AM 10:02AM 10:16AM 10:21AM - - - -

10:05AM 10:09AM 10:22AM 10:36AM - - 10:46AM 10:58AM 11:07AM

10:25AM 10:29AM 10:42AM 10:56AM 11:01AM - - - -

10:45AM 10:49AM 11:02AM 11:16AM 11:21AM - - - -

11:05AM 11:09AM 11:22AM 11:36AM - - 11:46AM 11:58AM 12:07PM

11:25AM 11:29AM 11:42AM 11:56AM 12:01PM - - - -

11:45AM 11:49AM 12:02PM 12:16PM 12:21PM - - - -

12:05PM 12:09PM 12:22PM 12:36PM - - 12:46PM 12:58PM 01:08PM

12:20PM 12:24PM 12:37PM 12:51PM 12:56PM - - - -

12:40PM 12:44PM 12:57PM 01:11PM 01:16PM - - - -

01:00PM 01:04PM 01:19PM 01:33PM - - 01:44PM 01:56PM 02:06PM

01:20PM 01:24PM 01:39PM 01:53PM 01:58PM - - - -

01:40PM 01:44PM 01:59PM 02:13PM 02:18PM - - - -

Miami-Dade County Miami-Dade Transit

Routes Schedule - Miami-Dade County Page 1 of 2

http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Northboun... 4/17/2014
02:00PM 02:04PM 02:19PM 02:33PM - - 02:44PM 02:56PM 03:06PM

02:20PM 02:24PM 02:39PM 02:53PM 02:58PM - - - -

02:40PM 02:44PM 02:59PM 03:15PM 03:21PM - - - -

03:00PM 03:04PM 03:19PM 03:35PM - - 03:48PM 04:00PM 04:10PM

03:20PM 03:24PM 03:39PM 03:55PM 04:01PM - - - -

03:40PM 03:44PM 03:59PM 04:15PM 04:21PM - - - -

04:00PM 04:04PM 04:19PM 04:35PM - - 04:48PM 05:01PM 05:12PM

04:25PM 04:29PM 04:44PM 05:00PM 05:06PM - - - -

04:45PM 04:49PM 05:04PM 05:19PM 05:25PM - - - -

05:05PM 05:09PM 05:24PM 05:39PM - - 05:51PM 06:04PM 06:15PM

05:25PM 05:29PM 05:44PM 05:59PM 06:05PM - - - -

05:45PM 05:49PM 06:04PM 06:19PM 06:25PM - - - -

06:10PM 06:14PM 06:29PM 06:44PM - - 06:56PM 07:09PM 07:18PM

06:30PM 06:34PM 06:49PM 07:04PM 07:09PM - - - -

06:50PM 06:54PM 07:09PM 07:22PM 07:27PM - - - -

07:10PM 07:13PM 07:25PM 07:38PM - - 07:49PM 08:01PM 08:10PM

07:35PM 07:38PM 07:50PM 08:03PM 08:08PM - - - -

08:05PM 08:08PM 08:20PM 08:33PM - - 08:44PM 08:56PM 09:05PM

08:35PM 08:38PM 08:50PM 09:03PM 09:08PM - - - -

09:05PM 09:08PM 09:18PM 09:29PM 09:34PM - - - -

09:40PM 09:43PM 09:53PM 10:04PM 10:09PM - - - -

10:15PM 10:18PM 10:28PM 10:39PM 10:44PM - - - -

11:10PM 11:13PM 11:23PM 11:34PM 11:39PM - - - -

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Page Last Edited: Tue Apr 1, 2014 6:53:30 PM

(http://www.centerdigitalgov.com/survey/88/2012 )

Routes Schedule - Miami-Dade County Page 2 of 2

http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Northboun... 4/17/2014
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Routes Schedule

21 Schedule

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Service: Weekday Direction: Northbound

CBD TERMINAL & SW 1

AV OP FEDERAL B

NW 9 AV &

NW 17 ST

ALLAPATTAH

STATION

NW 71 ST &

NW 12 AV

NW 79 ST &

NW 27 AV

NORTHSIDE STA &

3150 NW 79 ST

05:35AM 05:47AM 05:53AM 06:07AM 06:16AM 06:20AM

06:05AM 06:19AM 06:26AM 06:40AM 06:49AM 06:53AM

06:35AM 06:49AM 06:56AM 07:11AM 07:21AM 07:25AM

07:05AM 07:21AM 07:29AM 07:44AM 07:54AM 07:58AM

07:35AM 07:51AM 07:59AM 08:14AM 08:24AM 08:28AM

08:05AM 08:21AM 08:29AM 08:44AM 08:54AM 08:58AM

08:35AM 08:51AM 08:59AM 09:14AM 09:24AM 09:28AM

09:05AM 09:21AM 09:29AM 09:44AM 09:54AM 09:58AM

09:35AM 09:51AM 09:59AM 10:14AM 10:24AM 10:28AM

10:05AM 10:21AM 10:28AM 10:43AM 10:53AM 10:57AM

10:35AM 10:51AM 10:58AM 11:13AM 11:23AM 11:27AM

11:05AM 11:21AM 11:28AM 11:43AM 11:53AM 11:57AM

11:35AM 11:51AM 11:58AM 12:13PM 12:23PM 12:27PM

12:05PM 12:21PM 12:28PM 12:43PM 12:53PM 12:57PM

12:35PM 12:51PM 12:58PM 01:13PM 01:23PM 01:27PM

01:05PM 01:21PM 01:28PM 01:43PM 01:53PM 01:57PM

01:35PM 01:51PM 01:58PM 02:15PM 02:27PM 02:32PM

02:05PM 02:21PM 02:28PM 02:45PM 02:57PM 03:02PM

02:35PM 02:51PM 02:58PM 03:15PM 03:27PM 03:32PM

03:05PM 03:21PM 03:29PM 03:45PM 03:57PM 04:02PM

03:35PM 03:51PM 03:59PM 04:15PM 04:27PM 04:32PM

04:05PM 04:21PM 04:29PM 04:44PM 04:56PM 05:01PM

04:35PM 04:51PM 04:59PM 05:14PM 05:25PM 05:30PM

05:05PM 05:21PM 05:29PM 05:44PM 05:55PM 06:00PM

05:35PM 05:51PM 05:59PM 06:14PM 06:23PM 06:27PM

06:05PM 06:19PM 06:26PM 06:39PM 06:48PM 06:52PM

Miami-Dade County Miami-Dade Transit

Routes Schedule - Miami-Dade County Page 1 of 2

http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Northboun... 4/17/2014
06:35PM 06:49PM 06:56PM 07:09PM 07:18PM 07:22PM

07:05PM 07:19PM 07:26PM 07:39PM 07:48PM 07:52PM

07:54PM 08:08PM 08:14PM 08:26PM 08:34PM 08:37PM

08:52PM 09:05PM 09:11PM 09:22PM 09:30PM 09:33PM

10:12PM 10:24PM 10:30PM 10:41PM 10:49PM 10:52PM

11:38PM 11:50PM 11:55PM 12:06AM 12:14AM 12:17AM

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Page Last Edited: Tue Apr 1, 2014 6:53:30 PM

(http://www.centerdigitalgov.com/survey/88/2012 )

Routes Schedule - Miami-Dade County Page 2 of 2

http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Northboun... 4/17/2014
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Routes Schedule

95 Dade-Broward Express Schedule

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Service: Weekday Direction: Northbound

NW 8 ST & NW 1

AV

SE 1ST & SE 1

AV

SHERIDAN STREET TRI-RAIL

STATION

FT LAUDERDALE TRI-RAIL

STATION

- 06:17AM - 06:51AM

- 06:28AM 06:58AM -

- 06:32AM - 07:06AM

- 06:43AM 07:13AM -

- 06:47AM - 07:21AM

- 06:58AM 07:28AM -

- 07:02AM - 07:36AM

- 07:13AM 07:43AM -

- 07:17AM - 07:51AM

- 07:28AM 07:58AM -

- 07:32AM - 08:06AM

- 07:43AM 08:13AM -

- 07:47AM - 08:21AM

- 07:58AM 08:28AM -

03:35PM 03:43PM 04:18PM -

03:45PM 03:53PM - 04:37PM

03:50PM 03:58PM 04:33PM -

04:00PM 04:08PM - 04:52PM

04:05PM 04:13PM 04:48PM -

04:15PM 04:23PM - 05:07PM

04:20PM 04:28PM 05:03PM -

04:30PM 04:38PM - 05:22PM

04:35PM 04:43PM 05:18PM -

04:45PM 04:53PM - 05:37PM

04:50PM 04:58PM 05:33PM -

05:00PM 05:08PM - 05:52PM

Miami-Dade County Miami-Dade Transit

Routes Schedule - Miami-Dade County Page 1 of 2

http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Northboun... 4/15/2014
05:05PM 05:13PM 05:48PM -

05:15PM 05:23PM - 06:07PM

05:20PM 05:28PM 06:03PM -

05:30PM 05:38PM - 06:22PM

05:35PM 05:43PM 06:18PM -

05:45PM 05:53PM - 06:37PM

05:50PM 05:58PM 06:33PM -

06:00PM 06:08PM - 06:52PM

06:05PM 06:13PM 06:48PM -

06:20PM 06:28PM - 07:12PM

06:25PM 06:33PM 07:08PM -

06:40PM 06:48PM - 07:32PM

06:45PM 06:53PM 07:28PM -

07:00PM 07:08PM - 07:52PM

Back to previous page (javascript: history.go(-1) )

Page Last Edited: Tue Apr 1, 2014 6:53:30 PM

(http://www.centerdigitalgov.com/survey/88/2012 )

Routes Schedule - Miami-Dade County Page 2 of 2

http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Northboun... 4/15/2014
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Routes Schedule

207 Little Havana Connection Schedule

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Service: Weekday Direction: Clockwise

NW 1 AV & NW

2 ST

BRICKELL STATION & SW 1

AV (EAST SIDE

SW 7 ST & SW

12 AV

SW 7 ST & SW

25 AV

SW 1 ST & SW

17 AV

NW 1 AV & NW

2 ST

06:31AM 06:01AM 06:09AM 06:16AM 06:21AM 06:31AM

06:46AM 06:16AM 06:24AM 06:31AM 06:36AM 06:46AM

07:02AM 06:31AM 06:39AM 06:46AM 06:51AM 07:02AM

06:31AM 06:01AM 06:09AM 06:16AM 06:21AM 06:31AM

07:22AM 06:46AM 06:54AM 07:02AM 07:11AM 07:22AM

06:46AM 06:16AM 06:24AM 06:31AM 06:36AM 06:46AM

07:39AM 07:02AM 07:11AM 07:19AM 07:28AM 07:39AM

07:02AM 06:31AM 06:39AM 06:46AM 06:51AM 07:02AM

07:54AM 07:17AM 07:26AM 07:34AM 07:43AM 07:54AM

07:22AM 06:46AM 06:54AM 07:02AM 07:11AM 07:22AM

08:09AM 07:32AM 07:41AM 07:49AM 07:58AM 08:09AM

07:39AM 07:02AM 07:11AM 07:19AM 07:28AM 07:39AM

08:24AM 07:47AM 07:56AM 08:04AM 08:13AM 08:24AM

07:54AM 07:17AM 07:26AM 07:34AM 07:43AM 07:54AM

08:39AM 08:02AM 08:11AM 08:19AM 08:28AM 08:39AM

08:09AM 07:32AM 07:41AM 07:49AM 07:58AM 08:09AM

08:54AM 08:17AM 08:26AM 08:34AM 08:43AM 08:54AM

08:24AM 07:47AM 07:56AM 08:04AM 08:13AM 08:24AM

09:10AM 08:32AM 08:41AM 08:49AM 08:58AM 09:10AM

08:39AM 08:02AM 08:11AM 08:19AM 08:28AM 08:39AM

09:23AM 08:47AM 08:56AM 09:04AM 09:11AM 09:23AM

08:54AM 08:17AM 08:26AM 08:34AM 08:43AM 08:54AM

09:38AM 09:02AM 09:11AM 09:19AM 09:26AM 09:38AM

09:10AM 08:32AM 08:41AM 08:49AM 08:58AM 09:10AM

09:58AM 09:22AM 09:31AM 09:39AM 09:46AM 09:58AM

09:23AM 08:47AM 08:56AM 09:04AM 09:11AM 09:23AM

Miami-Dade County Miami-Dade Transit

Routes Schedule - Miami-Dade County Page 1 of 4

http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Clockwise... 4/17/2014
10:18AM 09:42AM 09:51AM 09:59AM 10:06AM 10:18AM

09:38AM 09:02AM 09:11AM 09:19AM 09:26AM 09:38AM

10:38AM 10:02AM 10:11AM 10:19AM 10:26AM 10:38AM

09:58AM 09:22AM 09:31AM 09:39AM 09:46AM 09:58AM

10:58AM 10:22AM 10:31AM 10:39AM 10:46AM 10:58AM

10:18AM 09:42AM 09:51AM 09:59AM 10:06AM 10:18AM

11:18AM 10:42AM 10:51AM 10:59AM 11:06AM 11:18AM

10:38AM 10:02AM 10:11AM 10:19AM 10:26AM 10:38AM

11:38AM 11:02AM 11:11AM 11:19AM 11:26AM 11:38AM

10:58AM 10:22AM 10:31AM 10:39AM 10:46AM 10:58AM

11:58AM 11:22AM 11:31AM 11:39AM 11:46AM 11:58AM

11:18AM 10:42AM 10:51AM 10:59AM 11:06AM 11:18AM

12:18PM 11:42AM 11:51AM 11:59AM 12:06PM 12:18PM

11:38AM 11:02AM 11:11AM 11:19AM 11:26AM 11:38AM

12:38PM 12:02PM 12:11PM 12:19PM 12:26PM 12:38PM

11:58AM 11:22AM 11:31AM 11:39AM 11:46AM 11:58AM

12:58PM 12:22PM 12:31PM 12:39PM 12:46PM 12:58PM

12:18PM 11:42AM 11:51AM 11:59AM 12:06PM 12:18PM

01:18PM 12:42PM 12:51PM 12:59PM 01:06PM 01:18PM

12:38PM 12:02PM 12:11PM 12:19PM 12:26PM 12:38PM

01:38PM 01:02PM 01:11PM 01:19PM 01:26PM 01:38PM

12:58PM 12:22PM 12:31PM 12:39PM 12:46PM 12:58PM

01:58PM 01:22PM 01:31PM 01:39PM 01:46PM 01:58PM

01:18PM 12:42PM 12:51PM 12:59PM 01:06PM 01:18PM

02:18PM 01:42PM 01:51PM 01:59PM 02:06PM 02:18PM

01:38PM 01:02PM 01:11PM 01:19PM 01:26PM 01:38PM

02:38PM 02:02PM 02:11PM 02:19PM 02:26PM 02:38PM

01:58PM 01:22PM 01:31PM 01:39PM 01:46PM 01:58PM

02:58PM 02:22PM 02:31PM 02:39PM 02:46PM 02:58PM

02:18PM 01:42PM 01:51PM 01:59PM 02:06PM 02:18PM

03:18PM 02:42PM 02:51PM 02:59PM 03:06PM 03:18PM

02:38PM 02:02PM 02:11PM 02:19PM 02:26PM 02:38PM

03:42PM 03:04PM 03:15PM 03:23PM 03:30PM 03:42PM

Routes Schedule - Miami-Dade County Page 2 of 4

http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Clockwise... 4/17/2014
02:58PM 02:22PM 02:31PM 02:39PM 02:46PM 02:58PM

04:02PM 03:24PM 03:35PM 03:43PM 03:50PM 04:02PM

03:18PM 02:42PM 02:51PM 02:59PM 03:06PM 03:18PM

04:22PM 03:44PM 03:55PM 04:03PM 04:10PM 04:22PM

03:42PM 03:04PM 03:15PM 03:23PM 03:30PM 03:42PM

04:42PM 04:04PM 04:15PM 04:23PM 04:30PM 04:42PM

04:02PM 03:24PM 03:35PM 03:43PM 03:50PM 04:02PM

04:57PM 04:19PM 04:30PM 04:38PM 04:45PM 04:57PM

04:22PM 03:44PM 03:55PM 04:03PM 04:10PM 04:22PM

05:12PM 04:34PM 04:45PM 04:53PM 05:00PM 05:12PM

05:27PM 04:49PM 05:00PM 05:08PM 05:15PM 05:27PM

04:42PM 04:04PM 04:15PM 04:23PM 04:30PM 04:42PM

05:42PM 05:04PM 05:15PM 05:23PM 05:30PM 05:42PM

04:57PM 04:19PM 04:30PM 04:38PM 04:45PM 04:57PM

05:57PM 05:19PM 05:30PM 05:38PM 05:45PM 05:57PM

05:12PM 04:34PM 04:45PM 04:53PM 05:00PM 05:12PM

06:11PM 05:34PM 05:45PM 05:53PM 06:00PM 06:11PM

05:27PM 04:49PM 05:00PM 05:08PM 05:15PM 05:27PM

06:23PM 05:49PM 06:00PM 06:07PM 06:12PM 06:23PM

05:42PM 05:04PM 05:15PM 05:23PM 05:30PM 05:42PM

06:36PM 06:04PM 06:13PM 06:20PM 06:25PM 06:36PM

05:57PM 05:19PM 05:30PM 05:38PM 05:45PM 05:57PM

06:49PM 06:17PM 06:26PM 06:33PM 06:38PM 06:49PM

06:11PM 05:34PM 05:45PM 05:53PM 06:00PM 06:11PM

06:23PM 05:49PM 06:00PM 06:07PM 06:12PM 06:23PM

07:04PM 06:32PM 06:41PM 06:48PM 06:53PM 07:04PM

06:36PM 06:04PM 06:13PM 06:20PM 06:25PM 06:36PM

07:19PM 06:47PM 06:56PM 07:03PM 07:08PM 07:19PM

06:49PM 06:17PM 06:26PM 06:33PM 06:38PM 06:49PM

07:34PM 07:02PM 07:11PM 07:18PM 07:23PM 07:34PM

07:04PM 06:32PM 06:41PM 06:48PM 06:53PM 07:04PM

07:54PM 07:22PM 07:31PM 07:38PM 07:43PM 07:54PM

07:19PM 06:47PM 06:56PM 07:03PM 07:08PM 07:19PM

Routes Schedule - Miami-Dade County Page 3 of 4

http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Clockwise... 4/17/2014
07:34PM 07:02PM 07:11PM 07:18PM 07:23PM 07:34PM

08:14PM 07:42PM 07:51PM 07:58PM 08:03PM 08:14PM

07:54PM 07:22PM 07:31PM 07:38PM 07:43PM 07:54PM

08:34PM 08:02PM 08:11PM 08:18PM 08:23PM 08:34PM

08:14PM 07:42PM 07:51PM 07:58PM 08:03PM 08:14PM

08:34PM 08:02PM 08:11PM 08:18PM 08:23PM 08:34PM

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Page Last Edited: Tue Apr 1, 2014 6:53:30 PM

(http://www.centerdigitalgov.com/survey/88/2012 )

Routes Schedule - Miami-Dade County Page 4 of 4

http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Clockwise... 4/17/2014
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Routes Schedule

208 Little Havana Connection Schedule

Back to previous page (javascript: history.go(-1) )

Service: Weekday Direction: CntrClockwise

NW 1 AV & NW

2 ST

Flagler St & 17

Ave

SW 8 St & 27

Ave

SW 8 ST & SW

12 AV

BRICKELL STATION & SW 1

AV (EAST SIDE

NW 1 AV & NW

2 ST

06:40AM 06:13AM 06:19AM 06:27AM 06:33AM 06:40AM

06:55AM 06:28AM 06:34AM 06:42AM 06:48AM 06:55AM

07:12AM 06:43AM 06:49AM 06:57AM 07:05AM 07:12AM

06:40AM 06:13AM 06:19AM 06:27AM 06:33AM 06:40AM

07:30AM 06:58AM 07:05AM 07:15AM 07:23AM 07:30AM

06:55AM 06:28AM 06:34AM 06:42AM 06:48AM 06:55AM

07:46AM 07:14AM 07:21AM 07:31AM 07:39AM 07:46AM

07:12AM 06:43AM 06:49AM 06:57AM 07:05AM 07:12AM

08:01AM 07:29AM 07:36AM 07:46AM 07:54AM 08:01AM

07:30AM 06:58AM 07:05AM 07:15AM 07:23AM 07:30AM

08:16AM 07:44AM 07:51AM 08:01AM 08:09AM 08:16AM

07:46AM 07:14AM 07:21AM 07:31AM 07:39AM 07:46AM

08:31AM 07:59AM 08:06AM 08:16AM 08:24AM 08:31AM

08:01AM 07:29AM 07:36AM 07:46AM 07:54AM 08:01AM

08:46AM 08:14AM 08:21AM 08:31AM 08:39AM 08:46AM

08:16AM 07:44AM 07:51AM 08:01AM 08:09AM 08:16AM

09:01AM 08:29AM 08:36AM 08:46AM 08:54AM 09:01AM

08:31AM 07:59AM 08:06AM 08:16AM 08:24AM 08:31AM

09:16AM 08:44AM 08:51AM 09:01AM 09:09AM 09:16AM

08:46AM 08:14AM 08:21AM 08:31AM 08:39AM 08:46AM

09:31AM 08:59AM 09:06AM 09:16AM 09:24AM 09:31AM

09:01AM 08:29AM 08:36AM 08:46AM 08:54AM 09:01AM

09:48AM 09:16AM 09:23AM 09:33AM 09:41AM 09:48AM

09:16AM 08:44AM 08:51AM 09:01AM 09:09AM 09:16AM

10:08AM 09:36AM 09:43AM 09:53AM 10:01AM 10:08AM

09:31AM 08:59AM 09:06AM 09:16AM 09:24AM 09:31AM

Miami-Dade County Miami-Dade Transit

Routes Schedule - Miami-Dade County Page 1 of 4

http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=CntrClock... 4/10/2014
10:28AM 09:56AM 10:03AM 10:13AM 10:21AM 10:28AM

09:48AM 09:16AM 09:23AM 09:33AM 09:41AM 09:48AM

10:48AM 10:16AM 10:23AM 10:33AM 10:41AM 10:48AM

10:08AM 09:36AM 09:43AM 09:53AM 10:01AM 10:08AM

11:08AM 10:36AM 10:43AM 10:53AM 11:01AM 11:08AM

10:28AM 09:56AM 10:03AM 10:13AM 10:21AM 10:28AM

11:28AM 10:56AM 11:03AM 11:13AM 11:21AM 11:28AM

10:48AM 10:16AM 10:23AM 10:33AM 10:41AM 10:48AM

11:48AM 11:16AM 11:23AM 11:33AM 11:41AM 11:48AM

11:08AM 10:36AM 10:43AM 10:53AM 11:01AM 11:08AM

12:08PM 11:36AM 11:43AM 11:53AM 12:01PM 12:08PM

11:28AM 10:56AM 11:03AM 11:13AM 11:21AM 11:28AM

12:28PM 11:56AM 12:03PM 12:13PM 12:21PM 12:28PM

11:48AM 11:16AM 11:23AM 11:33AM 11:41AM 11:48AM

12:48PM 12:16PM 12:23PM 12:33PM 12:41PM 12:48PM

12:08PM 11:36AM 11:43AM 11:53AM 12:01PM 12:08PM

01:08PM 12:36PM 12:43PM 12:53PM 01:01PM 01:08PM

12:28PM 11:56AM 12:03PM 12:13PM 12:21PM 12:28PM

01:28PM 12:56PM 01:03PM 01:13PM 01:21PM 01:28PM

12:48PM 12:16PM 12:23PM 12:33PM 12:41PM 12:48PM

01:48PM 01:16PM 01:23PM 01:33PM 01:41PM 01:48PM

01:08PM 12:36PM 12:43PM 12:53PM 01:01PM 01:08PM

02:08PM 01:36PM 01:43PM 01:53PM 02:01PM 02:08PM

01:28PM 12:56PM 01:03PM 01:13PM 01:21PM 01:28PM

02:28PM 01:56PM 02:03PM 02:13PM 02:21PM 02:28PM

01:48PM 01:16PM 01:23PM 01:33PM 01:41PM 01:48PM

02:48PM 02:16PM 02:23PM 02:33PM 02:41PM 02:48PM

02:08PM 01:36PM 01:43PM 01:53PM 02:01PM 02:08PM

03:08PM 02:36PM 02:43PM 02:53PM 03:01PM 03:08PM

02:28PM 01:56PM 02:03PM 02:13PM 02:21PM 02:28PM

03:29PM 02:56PM 03:03PM 03:14PM 03:22PM 03:29PM

02:48PM 02:16PM 02:23PM 02:33PM 02:41PM 02:48PM

03:50PM 03:17PM 03:24PM 03:35PM 03:43PM 03:50PM

Routes Schedule - Miami-Dade County Page 2 of 4

http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=CntrClock... 4/10/2014
03:08PM 02:36PM 02:43PM 02:53PM 03:01PM 03:08PM

04:10PM 03:37PM 03:44PM 03:55PM 04:03PM 04:10PM

03:29PM 02:56PM 03:03PM 03:14PM 03:22PM 03:29PM

04:30PM 03:57PM 04:04PM 04:15PM 04:23PM 04:30PM

03:50PM 03:17PM 03:24PM 03:35PM 03:43PM 03:50PM

04:48PM 04:15PM 04:22PM 04:33PM 04:41PM 04:48PM

04:10PM 03:37PM 03:44PM 03:55PM 04:03PM 04:10PM

05:03PM 04:30PM 04:37PM 04:48PM 04:56PM 05:03PM

04:30PM 03:57PM 04:04PM 04:15PM 04:23PM 04:30PM

05:18PM 04:45PM 04:52PM 05:03PM 05:11PM 05:18PM

04:48PM 04:15PM 04:22PM 04:33PM 04:41PM 04:48PM

05:33PM 05:00PM 05:07PM 05:18PM 05:26PM 05:33PM

05:48PM 05:15PM 05:22PM 05:33PM 05:41PM 05:48PM

05:03PM 04:30PM 04:37PM 04:48PM 04:56PM 05:03PM

05:18PM 04:45PM 04:52PM 05:03PM 05:11PM 05:18PM

06:03PM 05:30PM 05:37PM 05:48PM 05:56PM 06:03PM

06:16PM 05:45PM 05:52PM 06:03PM 06:09PM 06:16PM

05:33PM 05:00PM 05:07PM 05:18PM 05:26PM 05:33PM

05:48PM 05:15PM 05:22PM 05:33PM 05:41PM 05:48PM

06:28PM 06:00PM 06:06PM 06:15PM 06:21PM 06:28PM

06:03PM 05:30PM 05:37PM 05:48PM 05:56PM 06:03PM

06:41PM 06:13PM 06:19PM 06:28PM 06:34PM 06:41PM

06:16PM 05:45PM 05:52PM 06:03PM 06:09PM 06:16PM

06:56PM 06:28PM 06:34PM 06:43PM 06:49PM 06:56PM

06:28PM 06:00PM 06:06PM 06:15PM 06:21PM 06:28PM

07:11PM 06:43PM 06:49PM 06:58PM 07:04PM 07:11PM

06:41PM 06:13PM 06:19PM 06:28PM 06:34PM 06:41PM

07:26PM 06:58PM 07:04PM 07:13PM 07:19PM 07:26PM

06:56PM 06:28PM 06:34PM 06:43PM 06:49PM 06:56PM

07:43PM 07:15PM 07:21PM 07:30PM 07:36PM 07:43PM

07:11PM 06:43PM 06:49PM 06:58PM 07:04PM 07:11PM

08:03PM 07:35PM 07:41PM 07:50PM 07:56PM 08:03PM

07:26PM 06:58PM 07:04PM 07:13PM 07:19PM 07:26PM

Routes Schedule - Miami-Dade County Page 3 of 4

http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=CntrClock... 4/10/2014
07:43PM 07:15PM 07:21PM 07:30PM 07:36PM 07:43PM

08:23PM 07:55PM 08:01PM 08:10PM 08:16PM 08:23PM

08:03PM 07:35PM 07:41PM 07:50PM 07:56PM 08:03PM

08:43PM 08:15PM 08:21PM 08:30PM 08:36PM 08:43PM

08:23PM 07:55PM 08:01PM 08:10PM 08:16PM 08:23PM

08:43PM 08:15PM 08:21PM 08:30PM 08:36PM 08:43PM

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Routes Schedule - Miami-Dade County Page 4 of 4

http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=CntrClock... 4/10/2014
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Routes Schedule

211 Overtown Circulator Schedule

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Service: Weekday Direction: Eastbound

NW 11 ST & NW 11 AV NW 2 AV & NW 6 ST NW 17 ST & NW 4 AV

10:00AM 10:10AM 10:16AM

10:45AM 10:55AM 11:01AM

11:30AM 11:40AM 11:46AM

12:15PM 12:25PM 12:31PM

01:15PM 01:25PM 01:31PM

02:15PM 02:25PM 02:31PM

03:00PM 03:10PM 03:16PM

03:45PM 03:55PM 04:01PM

04:30PM 04:40PM 04:46PM

05:15PM 05:25PM 05:31PM

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Miami-Dade County Miami-Dade Transit

Routes Schedule - Miami-Dade County Page 1 of 2

http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Eastbound... 4/17/2014
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Routes Schedule

243 Seaport Connection Schedule

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Service: Weekday Direction: Eastbound

NW 8 ST & NW 1 AV ROYAL CARIBBEAN & TERMINAL J N AMERICA WAY & PORT ADMIN BLDG

06:34AM 06:40AM 06:42AM

07:04AM 07:10AM 07:12AM

07:34AM 07:40AM 07:42AM

08:04AM 08:10AM 08:12AM

08:34AM 08:40AM 08:42AM

09:04AM 09:10AM 09:12AM

03:04PM 03:14PM 03:16PM

03:34PM 03:44PM 03:46PM

04:04PM 04:14PM 04:16PM

04:34PM 04:44PM 04:46PM

05:04PM 05:14PM 05:16PM

05:34PM 05:44PM 05:46PM

06:04PM 06:14PM 06:16PM

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(http://www.centerdigitalgov.com/survey/88/2012 )

Miami-Dade County Miami-Dade Transit

Routes Schedule - Miami-Dade County Page 1 of 2

http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Eastbound... 4/17/2014
APPENDIX D:

Trip Distribution
TAZ Average

N

11 9

17

16

16 14

13

4

K:\FTL_TPTO\043537000-FECI\Calcs\trip dist\TAZ data.xlsx

ORIGIN-DESTINATION MATRIX

TAZ NNE ENE ESE SSE SSW WSW WNW NNW Total

515 11 5 6 13 10 17 22 16 100

518 13 5 5 8 14 19 20 16 100

526 25 50 0 0 0 0 0 25 100

527 8 8 0 23 23 15 23 0 100

528 16 7 6 6 11 19 16 19 100

531 14 7 3 6 11 21 18 20 100

532 14 7 4 7 11 22 17 18 100

533 12 11 6 10 11 25 13 12 100

Average 14 13 4 9 11 17 16 16 100
APPENDIX E:

Traffic Data

NW ].1TH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: WAYNE ASSAM

SIGNALIZED

Traffic Survey Specialist.s, Inc.

524 Gardenia Terrace

nFlrev Flca-h Flnrid3 33444

Phone (561) 272-3255

ALL VEHICLES

SiEe Code : 00140055

Start Date: 03/79/74

File r.D. : 11sT_2AV

Page : 1

NW 2ND AVENUE

From NorEh

lNw i.1TH STREET

I from EasE.

lNw 2ND AVENUE

I rrom soucn

I

T,Fff Thrrr Pinhf I IITUTn

0

0

0

0

lNw i-1TH STREET

I trom wesc.

Thril Ridhf l TITrrrn T,Ffr Thrrr pidhi I Total

I

UTurn Left Thru Right I UTurn

0

0

0

0

0

0

0

0

23

19

25

0

0

I

Left.

Date 03/r9/14 -- -

07:30

07 :45

08:00

08:15

0 0 ol

0 o ol

o 0 ol

0384

0462

0191

3

3

1

4

0

0

0

0

0

0

0

19

19

28

19

60

53

68

2l 0 2 6 4l 0l o o 0l 62

Hr Total

09:15 0 0 19 1 |

0 10 29 11 I 11

0

0

0

0

13

10

)

2

0

0

0

0

94 3l

1l

2l

1l

85

30

24

13

0l

ol

ol

ol

0l

0 0 0l

o o ol

243

76

57

59

42

08:30 0

08:45 0

09:00 0

026

o17

029

6 0l

1 1l

5 3l

0

3

2

0

0

0

o

0 o 0l

0 0 ol

o o ol

2 3l

Hr'10taa u 0 91 sl '7 2'7 L4 1 83 0 o o ol 234

15:30 0 0

15:45 0 0

15:00 0 0

15:15 0 0

0

0

13

!7

ol

ol

3l

1l

0

0

11

0

0

6

1l

0

0

44

52

ol

ol

ol

0l

0

0

0

0

0

0

0

0

0

0

0

0

0

6

5

0

0

0

o

0 o 0l

000

000

0

0

87

0 0 01 82

Hr Tot.al 0 0 4l

0

0

0

0

0

0

0

0

30

9

L4

16

2l

3l

1l

L'1

9

T2

22

10

'1 

I

5l

6l

7l

I1

I

6

96

64

53

ol

ol

ol

ol

0

ol

169

78

109

Lr2

0l o o ol

16:30

!6:45

17:00

0

0

0

2

7

0

0

o

0

0

0

0

0

0

0

0

0

0

0

Hr Tota]

17:30

0 0 7l

17:45 0 0 15 1 | O

0 0 13 21 0 3

2 0 I 43 0l

0

0

0 0 0 0l

58

t-1

53 rv I

I2

10

0 ol 439

7l

7l

0 10 59 0 0 0 | 105

86

Hr Total 0 0 28 3l 0 14 22 I 0 18 IO2 0l 0 0 0l r92

*TOTAL* 301 r35 ol 0l L27 7
NW 11TH STREET & N!{ 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: WAYNE ASSAM

SIGNALIZED

Traffic Survey Specj-aIisEs, Inc.

624 Gardenia Terrace

DeLray Beach, Florida 33444

Phone (561) 272-325s

ALL VEHICLES

Site Code :

Start Date:

tl1e t.D. :

Page :

00140065

03/79/74

1 1ST_2AV

)

INW 11TH STREET

I rrom wesE

I

Ulfurn Left Thru Right I UTurn LefE. Thru RighE UTurn Lefr Thru Right. I uTurn Lefc. Thru Righr I Total

Dare 03/19l14 .----

peak Hour Analysis By Ent.ire IntersecEion for the period: 07:30 to 09:30 on B/f9/\4

Peak st.art 08:00

volume00956

Percent 0t 0t 94* 6*

Pk total 101

Highest 08:00

Volume00271

Hi tot,al 28

PHF .90

NW 2ND AVENUE

0

101

6

95 L07

'l

I-UI

NW ]-]-TH STREET

NW 2ND AVENUE

From Nort.h

INW 11TH STREET

l !rom EaSE

I

lNw 2ND AVENUE

I Fr^m e^,,tsh

I

I 08, oo

1026226

I 0r 48t 41t 11t

I s4

I oe::o

I o 13 6 o

| 1e

| .7r

I oe, oo

I o 7 101 o

I 0r 6t 94\ 0r

l 108

I oe::o

I o o 30 o

| 30

| .eo

08:00

00

0t 0t

0

07:30

00

0

.0

00

0t 0t

95

zz 35 22

0

n

0

zo

10 8 ._--_____l

zo 101

95

0

1,2t

NW 2ND AVENUE

101
NW 11TH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: WAYNE ASSAM

S IGNAI,I ZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

DFIrav RFA.h Fl^r'ida 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code : 00140065

start Date: 03/19/14

File I.D. : 11ST_2AV

Page : 3

NW 2ND AVENUE

From North

INW 11TH STREET

| !rom nasE

lNw 2ND AVENUE

I rrom boutn

lNw 11TH STREET

| !rom wesr

ltl

uTurn Left. Thru Right. I UTurn Left. Thru Right I UTurn Lefr Thru Rj-ghE UTurn Left Thru Right TotalDaLe O3/L9/t4 -. --

Peak Hour Analysis By Entire Intersect.ion for t.he Period: 16:00 to L8:00 on 03/79/14

Peak sEart l-6:45

Volume 0 0

Percent 0t 0t

Pk total 69

Hj-ghest 17:15

Volume 0 0 19

Hi total 20

PHF .86

NW 11TH STREET

2B56 91

7

I re, +s

62 71 0 17 56 31

90& 10r | 0r t-6t 54r 30*

| 104

I 1?: oo

1i 0 '7 22 7

| 36

| .72

NW 2ND AVENUE

oz

69

L7

62

0

.28

| 15:4s

ol 0 0 o o

otl ot ot ot o*

lo

I 07:30

00000

lo

| .o

i 16:4s

lo2e266

I ot 1ot 9ot

| 2e4

I rz, rs

10490

le4

| .78

oz 0

266

31

366 T

I rt

-l ALL VEHTCLES | 

-

-l 

'i1uu vrarlruuraD 

[] llro4s5 -lrrl

I r1 104 | t',

'l 

': o I rntersection Tota1 |

ll467lo

I NW 11TH STREET

373

297

294

266

5J_

56

I7

n

z6

NW 2ND AVENUE

266
NW 11TH STREET & NW 2ND AVENUE

MIAMI . FIJORIDA

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

ncl r^v Ftpa.h Fl ^ri.la 33444

Phone (561) 272-3255

PEDESTRIANS

Site Code : 00L40065

starL Date: 03/!9/!4

Fi"1e I.D. : 11ST_2AV

Page : 1

COUNTED BY: WAYNE ASSAI4

SIGNALI ZED

rtl

Left Thru Right Peds I Left Thru Right. Peds I Lefr Thru Righr peds Left Thru Right peds

Dat.e 03/19/14 -. .-

NW 2ND AVENUE

From Nort.h

0

0

0

0

0

0

0

0

INW r-r-TH STREET

| !rom EasE

lNw 2ND AVENUE

| ! rom bioutn

0

0

0

0

0

0

0

0

lNw 1t-TH STREET

I trom west

ToEal

07:30

07 :45

08:00

u6: f 5

0

0

0

0

7

5

0

0

0

0

a

1

3

a

0 0 0 10

0007

0003

0 0 0 12 |

0 0 0 5l

0 0 0 3i

0 0 0 2l

20

18

13

o o 0 Rl 28

Hilr'oca t

2l

ol

3l

09:15 0 0 0 3 I

08:30 0 0 0

08:45 0 0 0

09:00 0 0 0

o 32 |

0

0

0

o

7l

6l

4l

4l

8l 0 1e I

7l

41

3l

1l

79

1t

72

11

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0 o o 0l

0 0 o 1l

0 0 0 2l

0 0 0 1l

Hr Total 0 8l 27 0 0 4l r7 l

15:30

!5:45

!6:00

L6:15

0

0

0

0

0

0

0

0

0

0

0

0

0

0

3

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

18

3l 0 0 0 2l

00

00

00

00

o o o ol

o 0 o 0l

0 0 o 6l

1l

ol

ol

7l

5

Hr Total

0 o 4l

o o 3l

0 0 4l

17:15 0 0 0 3 |

6i 0 0 8l

0

0

0

0

0

0

0

0

0

0

0

0

7l

8l

8l

3l 0 0 0 1l

3l 30

L9

77

2L

1L

16:30 0

15:45 0

1?:00 0

0 0 0 3l

0 0 0 1l

0 0 0 1l

0

0

0

0

0

0

0

n

0

0

0

n

5

5

6

7

HilIOtal u 0 0 14 | zo I

8l

10 |

o o 5l

0 o 1l

25

12 l

11 I

?7

17:30 27

17 :45

o 0 0 5l

0 0 0 sl

0

0

0

0

0

n

0

n

0 0

0 0 0 0 4l

Hr Total 0 o 0 11 | r8 | o o sl z5 | 57

*TOTAL* 10s I 26 1 97 | 2A7
tu

t

/\

v

$

lJhJ l.t sf i

$

4-\.

+ <z

0

l{ier'tui

t'ta(ch

,r- L,of ida- t'

11,>ot4

Jr^*^ bU' L^ri, PaLorutlro

tqt oJilA
NI,I l1TH STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COUMTED BY: REY LOPEZ

NOT SIGNALIZED

Traffic Survey SpeciaIist.s, Inc.

624 Gardenia Terrace

DeIray Beach, Florida 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code : 00140065

Start Date: 03/19/14

File I.D. : 11ST 1AV

Page :1

lti

uTurn Left. Thru Right I UTurn Lefr Thru Right I uTurn Left Thru Right. I uTurn Lert Thru Right

Date 03/L9/I4 - ----

NW 1ST AVENUE

From North

07:30 0 0 1 1

07:45 0 0 1 0

08:00 0 0 0 2

08:15 0 0 I 0 |

lNw 11TH STREET

| !rom EasE

0

0

0

0

I

1

2

1

lNw lsr AVENUE

I Fr^m C^rrtsh

0

0

0

0

5

7

7

6

INW l-1TH STREET

I From West

'tota1

0000

0000

0310

20

20

20

3

3

0l

ol

ol

0l

74

L4

20

3 0l 0 0 0 01 2t

Hr Total 0 0 10 3l

3l

ol

1l

09:15 0 0 0 1 |

08:30 0 0 4

08:45 0 0 3

09:00 0 0 4

9

5

10

4

ol

ol

2l

1l

ol ol

ol

ol

2l

)l

25 13 69

0

0

0

0

3

0

5

1

0

0

0

0

0

0

0

0

0

0

0

24

24

28

o 7 2 0l

0430

0830

411 0 6 ) ol l7

HrTotal 0 0 11 f,l 23 4l o 25 10 oi 4l 93

15:30

15:45

16; 00

L6:15

0

0

0

0

o 0 ol

o 0 oi

o 1 ol

000

0 5 10

ol

0l

r-l

0

0

0

0

0

0

15

6

0

0

5

1

0

0

0

0

0

0

0

0

0

0

38

1R

o o ol

0 o ol

o 1 ol

0 1 3l 0 1 5 1l 0 0 0l

Hr Total o 2 3l 0 6 15 2l ol 0 1 ol

ol

ol

ol

0{

0

0

0

0

0

0

0

1 0 0l

5

I

1

2

2T

I2

24

22

L9

55

34

47

54

1g

16:30 0 0 2

16:45 0 0 1

17:00 0 0 2

1l

ol

3l

0

0

0

0

0

0

0

0

5

6

5

8 1l

I 0l

T7 1l

10 0 |

0 1l

0 1l

1 1l

17:15 0 0 1 1 |

Hr Total 0

ql

17:30 0 0 1 1l

L7:45 0 0 4 2 |

0

0

01312

0 12 3 Ol

0

o

43 2l

4 1l

I 1l

77 20 ol

ol

1?_"1

n ol

n^l

174

6 38

5

0

o

Hr Total 0 o 5 3l I1 2l o2515 ol 0 0l 73

* TOTAL* 1o l 10 1

t73 64 ol 71 465
NW 11TH STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COUNTED BYr REY LOPEZ

NOT SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardeni-a Terrace

Delray Beach, Florida 33444

Phone (561) 272-32s5

ALL VEHICLES

Site Code : 00140065

start Dare: 03/19/14

File I.D. : 11ST_1AV

Page : 2

NW 1ST AVENUE

From Noreh

iNW LlTH STREET

| !rom EasE

I

lNw 1sr AVENUE

I

lNw 11TH STREET

I From West

I

UTurn Left Thru Right I UTurn LefE. Thru Right. I UTurn Left Thru Right I UTurn Left Thru Right 1 Total

I nc. r c

DaLe 03/19/14 . - ------- -- - -

Peak Hour Analysis By Entire IntersecLj-on for the Period: 07:30 Eo 09:30 on 03/L9/L4

Peak start 08:15

Volume 0 0

Percent. 0t 0t

Pk total 23

Hj.ghest 08 :15

Volume 0 0

Hi total 8

PHF .72

NW ]-ST AVENUE

23

NW ]-1TH STREET

2522 51

A.t

1e 4l

83t r.7r l

i

I

I 0l

I

I

0922

0* 26* 55*

34

08 :45

0 0 10

I2

-7I

I oe, ts

31 0

erl 0r

I ro

I ol: oo

21 0

| 11

| .82

z5 aa

69t 31t

0

0*

08: L5

0202

0* 50& 0t 50$

08:45

0200

2

.50

I9 z

11II

19 t-6

zz

0

U

0
NliI 1lTH STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COtt}ItED BY: REY LOPEZ

NOT SIGNALIZED

Traffic Survey SpecialisEs, Inc.

524 Gardeni-a Terrace

DeLray Beach, Florida 33444

Phone (561) 272-3255

ALL VEHICLES

slte code : 00140055

start DaEe: 03/19/14

File I.D. : 11ST_1AV

Page : 3

NW 1ST AVENUE

From North

lNw 11TH STREET

I rrom EasE.

lNw 1sr AVENUE

Fr^m q^rrih

lNw l1TH STREET

I From West

ttl

uTurn Left. Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Lefr Thru Right Total

Date 03/19l14 -----------

Peak Hour Analysis By EnLire Int.ersection for Ehe Period: 16:OO t.o 18:OO on 03/79/14

Peak start 16:45

Volume 0

PercenE 0*

Pk toEal l-0

Hj-ghest 17:00

volume 0

Hi total 5

PHF .50

0

0t

NW llTH STREET

| 16:45

sl 0 1z

sor I or 29*

I 16:45

I o 7s 28

I ot 74+ 26*

I r,06

| 16:4s

10245

l2e

| .el

I 15:45

ol o 1

or | 0r 2s*

l4

I tr: oo

ol o o

l2

I . s0

5

50*

39 2

67* 3*

!2

25* 50*

I s8

| 17:00

2 3 | 0 r L7 1

I 1e

| .76

NW 1ST AVENUE

----;a

AVENUE

.L

28

z

5l_

'78

39

5

1,22 39

I7

I

0

. TA

l nA .l

,,ll

sll

2ll

;ill

il NW 1ST

2B

28
NW 11TH STREET & NW 1ST AVENIJE

MIAMI, FLORIDA

COUTITED BY: REY LOPEZ

NOT SIGNALIZED

Traffic Survey Specj.aIist.s, Inc

524 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 272-3255

PEDESTRIANS

Site Code : 00140065

start Date: 03/1,9/14

File I.D. : 11ST_1AV

D.^a , 1

rtl

Left Thru Right Peds I LefE. Thru Right. Peds I Left Thru Right peds I Left Thru RighE. pedg

nAfA n?/1q/1a ------ -

NW 1ST AVENUE

From North

lN!{ 1i.TH STREET

| !rom EasE

0

0

0

0

INW 1sr AVENUE

| !rom SouEn

INW l"1TH STREET

| !rom west

0

0

0

0

0

0

0

0

ToLal

07:30 0 0 0 3

07:45 0 0 0 4

08:00 0 0 0 0

0

0

0

08:15 0 0 0 2 | 0 0 0 0 3l

0

0

0

0

1

0

0

0

0

0

0

0

11

6

5

0000

0001

0002

7)

1l

2l

0l

Hr Total 0

08:30 0 0

08:45 0 0

09:00 0 0

09:15 0 0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o

2

3

1

el 0 1l

0 0l

2

1l

1l

0l

0 0l

00

0 1l

6l

ol

1l

2l

1l

10 l

o o ol

0 0 1l

0 o 0l

0 o 0l

Hr Total- 0 0

* BREAK *

4l 0 1l 4l 0 0 1l 10

15:30

15:45

0 0 0 0l

o 0 o 0l

0 0 0 0l

o 0 0 0l

0 0 o 2l

0 0 0 0l

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

5

1

00

00

00

00

00

16:00 0 0 0 il o2

15:15 0 0 0 1 | 0 0l 0 0l

Hr Total 0

16:30

l5:45

L7:00

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

8

0

2l

3i

4l

ol

2l

r-l

1l

ol

2l

3i

1l

ol

ol

r_l

0

0

1 0

I{r Total 0 0 r, I 3l 6l

17:45 0 0 0 O O

17:30 0 0 0 0l 0 0 o 0 0 0 1l o

0 0 0 21 0

0

0

0 1l

1l

2l

1l

)1

0

0

0

3

7

Hr Total 0 0 0 11 0 o o 3l o 0 0 3l 3l 10

*TOTAL* 28 1 10 I 2II 15 | 74
^

, l'r.

No(f,\

4

v/

STOP --T

t

+

* tu

rsP.

IA

v

t\ro,nti lFLofiJA

l'{aVctt l{, Lo t+

d ra*rn q'-Lr^ P^tr,..; h o

AoTsilnqYl:rr/

A
NliI 1OTH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: REY LOPEZ

SIGNALIZED

Traffic Survey Specialists, Inc.

524 Cardenia Terrace

nFlrarf RF^.h Flnrida 33444

Phone (561) 272-3255

ALL VEHICLES

site code : 00140055

starE Date: 04/02/L4

File LD. :10ST2AV_

Page : 1

NW 2ND AVENUE

From North

INW 10TH STREET

I rrom Easr

l

lNw 2ND AVENUE

| !rom souEn

l

INW 10TH STREET

| ! rom wesc

I

UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right I Total

DaLe 04/02/14 -----

0?:30 0

O7 :45 0

08:00 0

0

0

0

0

0

0

o 18 2 |

026 3l

o 24 2l

oR:15 0 2 20 o I O 0 0 o 1 0 0 21 8 I

3 30

0 30

0 19

0000

0000

0000

0

0

0

0

't8

97

87

86

2 72 111

L 2! 16

3 23 161

4 18 13 |

Hr Total 0 599 ol o o 0 0l 0 0 89 15 L0 74 551

7l

7l

4l

2l

10

77

T7

9

el

14 |

r) |

8l

348

85

101

8'7

55

08:30

08 :45

09:00

o 2 30

o 4 30

0527

0025

0026

0 0 15

o 0 13

0

0

ol

0 0 0 0l

0 0 o ol

o o o ol

0

0

0

0

3

3

4

og:tq o 4 17 0 | 0 o o 0l 2

Hr Total 0 15 104 ol 0 0 0l 0 0 '79 T2 46 | 329

--- * BREAK *

0 0 0l

53

0

0

0

0

0

0

3

2

0

0

0

0

0

0

92

0

0

)1

9

ol

ol

oJ

0

o 0 0 0l

o o 0 0l

o 0 0 0l

000

0046

ol

ol

3

o o ol

0 0 0l

16:00 5 I 6l

16:15 0 0 39 2 | 1 4 9l

Hr'1otal

16:30

),6:45

17:00

0 0 1"9

0 1 16

0 1 19

o 4 1l0 5 13

0 5 14

o 4 15

30 0l

0l

ol

ol

o 0 0 0l 0 0 85 sl 6 12 1s I

12 l

12 I

8l

158

96

116

L32

118

0 0 0 0l

o o o ol

o o o ol

0 0 46 4l

0 o 64 5l

0 0 77 el

]?:tq o 2 7 0 | 0 o 0 ol 0 0 74 'l

Hr Tot.al 0 46r ol

17:30 0 1 11 ol

1'7t4q O 1 10 0 |

0 0 0l

0 0 0 01

o o o ol

0025525

0 0 s6 s I

o o 11 g I

0 18 54 4s | 462

o 2 13 sl

0 o 18 11 I

93

85

Hr Total 0 22I ol 0 0 0l 0 0 93 131 o 2 31 16 I L78

*TOTALT ol ol 78 178 | L47s
NW 1OTH STREET & NW 2ND AVENUE

MINVII , FLORIDA

COUNTED BY: REY LOPEZ

S IGNALI ZED

Traffic Survey SpeciaIist.s, Inc

524 cardenia Terrace

nFlraw Ppa.h Flnri.la 33444

Phone (561) 272-3255

ALL VEHICI,ES

Si-te Code : 00140055

sEarE Date: 04/02/14

Fi.le I.D. : 1OST2AV_

Page : 2

UTurn Left Thru Right I UTurn Left Thru Right. UTurn Left Thru Right I UTurn Left Thru Right Total

Date 04/02/L4 --------

Peak Hour Analysis By EnEire IntersecEion for the Period: 07:30 to 09:30 on O4/O2/L4

NW 2ND AVENUE

From North

INW 10TH STREET

| ! rom tsasr

I 08:15

ol o o o

osl o* 0t ot

l0

I 07:30

lNw 2ND AVENUE

I Fr^h c^r,tsh

I

lNw 10TH STREET

I From West

I

Peak starL 08:15

Vofume 0 13 107

PercenE 0* 11t 89t

Pk t.ot.al ]-20

Highest 08:45

4 30 0 | 0 o 0

lo

I .0

I oe, rs I 08: ls

ol o o 87 261 o 14 62 s1

0* I ot 0t 77\ 23* 0t 11* 49* 4ot

I 1r-3 | L27

I oe, as I 09: oo

o I o o 26 7 | o 4 !'7 ls

| 33 | 36

.86 I .88

Volume 0

Hl total 34

PHF .88

NW 2ND AVENUE

1,0'7 13 L4

87

0

0 107 13 101

L20

NW 1OTH STREET

0

0

0

T4

L4

62

oz 13

62

26

51

51

_Lf6 ot

NW 2ND AVENUE
NW 1OTH STREET & N!{ 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: REY LOPEZ

SIGNALIZED

Traffj-c Survey Specialj,sts, Inc

624 Cardenia Terrace

nplr^1/ RF^.h Fl^rida 33444

Phone (561) 272-3255

ALL VEHICI,ES

SiEe Code : 00140065

start Date: 04/02/74

File I.D. : 10ST2AV_

Page : 3

NhI 2ND AVEMJE

From North

INW 10TH STREET

I from Easr

I

lNw 2ND AVENUE

I Fr^h c^,,rh

I

lNw 10TH STREET

| !rom wesc

I

UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru RighE I UTurn Left Thru Rj.ghl r Tota]

Date 04/02/L4 --------

Peak Hour Analysis By Entire Intersection for the Period: 16:oo to 1.8:00 on 04/02/L4

Peak start 15:30

volume04610

PercenE 0t 6C 94* 0t

Pk total 65

Highest 17:00

Volume01790

Hi t.otal 20

PHF .81

I re ,:o I l-5,30

I o o o ol o o 25s 25

I or or or ocl ot ot 91t 9t

I o I 280

I 07:30 | 1"?:15

I o o o o I o o '14 7

I o I 81

| .o | .s6

16:30

0 18 54

0t 15t 46*

Lr7

l-7:00

45

38$

0 5 14 13

a2

91

NW 2ND AVENUE

18

255

0

zt5

55 |

ll 125

l- NW lorH 

'TREET I386

338 [ O

I'

, 

*.r vr1.trrr_L.rJt1D 

t-: n

ll:' I ' ', | .o

11178310 t,

LL'7 | rntersection Total I

| 462 | 83 5t rtt ll 125

6L

51

NW 1OTH STREET

nv

00

0

18

18

54

54

45

45

.0

2BO

0 255

aao_L

45

106

NW 2ND AVENUE

255
NW 1OTH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: REY LOPEZ

S IGNALI ZED

Traffic survey specialists, fnc.

624 Gardenia Terrace

nFl r^1, RFa.h trl ^ri /ia 33444

Phone (561) 272-3255

PEDESTRIANS

Site Code : 00140065

start Date: 04/02/74

File I.D. : 10ST2AV_

Page : 1

lNw lorH STREET

I trom wesr

I

Left Thru Right Peds Left Thru Right Peds ] Left. Thru Right Peds I Left Thru Right. Peds I Total

DaLe O4/02/I4 ---

2l

ol

2l

r-l

1

1

4

0l

07:30

07 :45

08:00

08:15

NW 2ND AVENUE

From North

0

0

0

0

0

0

0

0

NW ].OTH STREET

Fr^m F:cf

INW 2ND AVENUE

I Ft^m C^rtFh

I

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

2

0

3

0

0

0

0

0

0

0

0

0

0

0

0

0

8

2

9

)

3

1

0

1l

Hr'10tal

08:30

08:45

09:00

ql 6l sl

o o o 5l

o o o 1l

0 0 0 2l

09:15 0 0 O 2 | 0 o o 5l o 0 0 2l

0 0 0 sl 0 0 o ol

0 0 0 2 | 0 o 0 0 |

o o o 4 | o o o o I

0

0

0

0

0

0

0

0

0

0

0

0

sl

1l

1l

3l

3l

2r

T7

13

Hr Tota1 0 o o 10 43 | 0 0 0 17 | 0 0 2l 14

-*BREAK*'

0

0

o ol o o 0 0l 0 0 o ol o o o ol

o ol o o o ol o o o ol o o o ol

o 2 | o o o 1l o o o o I o o o 3l

15:30 0 0

15:45 0 0

15:00 0 0

15:15 0 0 o ol o 0 0 7l o 0 0 2l 00041

Hr Total 0 0 o 2l o o 8l 0 0 2l 0 0 't)

ol

ol

ol

0l

2l

2l

4l

19

10

5

22

13

16:30 0 0 0

1,6t45 0 0 0

17:00 0 0 0

2l

ol

2l

o o o 6l

o o o 3l

o 0 0 sl

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

1?:15 0 0 O 2 | 0 o 0 7l 0

Hr Total 0 6l ol zi 1 50

17:30 0 0 0 1l

17:45 0 0 0 O I

0 0 0 21 |

o 21 5

0 11 2

0 0 0 31 0 0 0 0l 0 0

0 0 0 11 0 0 o 0l o o

HrTotal 0 0 0 1l 4l ol 3

*TOTAL* 24 1 el s2 l
S>

\a.ffi4 1

\. L"r" I

l'\,aui ,Floridcu

Mcvch. \1,20 t4

J.a-* V3' .Lus P^Lut trn o

6,tnaLtzeA

r'r$+n

l.-> v

_p r"r lo5Tl

_>

+

vI A

n

v

+. N

?

z

r

L7
NW 1OTH STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COLINTED BY: ROLANDO MARTINEZ

NOT SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

nclr^v FIFA-h Fl^rida 33444

Phone (551) 2'12-32s5

AITL VEHICLES

Site Code : 00140065

Stari n:fF. i?/19/14

File I.D. : 10ST_1AV

Page : 1

ttl

UTurn Left Thru RighE. I Lrfurn Left. Thru Right. I UTurn Lefr Thru Righr. I uTurn Left Thru Righr

Date 03/19l14 -----

NW 1ST AVENUE

From Norlh

07:30 0 1 2 0

07:45 0 0 2 0

08:00 0 I l- 0

08:15 0 0 9 0 |

lNw lorH STREET

l !rom East

0

0

0

0

0

0

0

o

INW 1ST AVENUE

I trom soutn

INW r-oTH STREET

l ! rom wesr

'I Otal

0

0

0

0

0

0

0

0

0

0

0

0

0

)

2

9

L2

I2

11

65

59

IUI'

10t28

101113

20

30

18

0l o o g 14 | I6 6L

HT'I'OLAI U 214

08:30

08:45

09:00

09:15

0

0

0

0

2

2

3

0

ol 0 39 40 |

5

I

3

0

0

0

0

0

0

0

0

0

0

0

0

1

1

1

1

ol

oi

ol

ol

0l

84

2r

27

20

19

4d I

11 |

--l

9

rr I

7l

230

55

58

68

50

0 0l

0 0l

0 0l

1 0 7 '7 

1

0 0 s 15 1

0 0 10 131

0 0l 1 0 7 12 l

Hr lotal ol 0 0l 2 o 2e 481 40 81 |

20

15:30 0 0 0 0

15:45 0 0 0 0

16:00 0 4 2 0

16:15 0 l- I 0 | 0 0 0 0l

0000

0000

0000

0

0

)

1

0

0

1

1

0

0

18

6

ol

ol

41 

|

24 1

0000

0 1 16 5

o o 15 5 |

0

0

90

55

HrTotal 0 5 3

16:30 0 6 2

16:45 O 7 3

17:00 0 3 1

o o 0l

0

0

0

0

0

0

0

0

ol

ol

ol

0l

o 1 32 10 |

0 I 2'J. 8l

0 1 1r. 7 |

0 1 2s 8l

0 0 )4 q L7:75 0 0 3 0 | I

ol

ol

ol

0l

oJ I 145

73

r07

98

0

0

0

0

o

0

1

0

0

1

L

3

!7 121

25 171

26 411

25 38 I

Hr Total 0 16 ol

l7:30

L7 :45

0l

0 0 0 0l 0

0 0 0 0l o

2

0

0 3 81 281 345

0 3 3 0l

0 I 1 0l

94 108 l

23 441

t4 17 |

012]- 6

O 2 24 '7 t

r-03

Hr Total 11 ol 0 0 0l 37 81 | 0 3 45 13 

| L96

*TOTAI,* ol ol 223 342 | 15 323 r35 I rr4'7
NW 1OTH STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COUNTED BY: ROLANDO MARTINEZ

NOT SIGNAI]IZED

Traffic Survey Specialist.s, Inc.

524 Cardenia Terrace

Delray Beach, Florida 33444

Phone (551) 272 3255

AIJL VEHICLES

Si.te Code : 00140065

St.art. Date: 03/L9/14

File I.D. : 10ST_1AV

Page : 2

Total

DaLe O3/79/r4 -------

Peak Hour AnaLysis By EnEire Intersecbion for the Period: 07:30 to 09:30 on 03/!9/I4

NW lST AVENUE

From North

.75

NW 1OTH STREET

I

01

0

INW 10TH STREET

I !rom Easc

I

lNw 1sr AVENUE

l lrom soutn

I

31 50

38t 61t

182

| 08: L5

0l 0 o 9 14

123

INW 10TH STREET

I From West

I

UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left. Thru Righr

Peak start 08:15

Vo]umeO7260

Percent 0? 2I* 792 0t

Pk total 33

Highest 09: O0

Volume0380

Hi total 11

PHF

I oe ':-s loo

i0r0*

lo

I oz,:o

| 08: 15

0 0l 1 o

0r 0rl 1* 0*

08:15

0578

0t 4* 61t

727

09:00

0120

34

3st

looo 13

lo

| .o | .8e

NW 1ST AVENUE

zo 5

31

0

26 36

.1

33

t6

6sfo

--l ALL VEHTCLES 

rj ll00 tlrl l',"t'; Lo

t2'7 | r"tersection Toral I

l____l 242 L_ 13s

t6

1B

50

44

tll ll

I N* lorH 

'TREET I

1,52

82

3r_t. s

44

0

zo

44

70

NW 1ST AVENUE

31
NW 1OTH STREET & NIII 1ST AVENUE

MIAMI, FLORIDA

COUIITED BY: ROI,ANDO MARTINEZ

NOT SIGNALIZED

Traffic Survey Specialists, Inc

624 Gardenia Terrace

Del-ray Beach, Florida 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code : 00140065

qfArf n^ia. n1/19/14

File LD. : 10ST_1AV

Page : 3

NW 1ST AVENUE

From North

lNw t-orH STREET

I from East

INW l-sr AVENUE

| lrom soutn

INW lorH STREET

I irom wesE. rtl

UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right I UTurn LefE Thru Right '10taa

DaLe 03/I9/74 .

Peak Hour Analysis By Entire Intersection for the Period: 16:OO Eo 18:OO on 03/79/74

PeaK Start 1 /: UU

Volume01480

Percent 0* 64t 36t 0t

Pk total 22

Highest !7:45

Volume08l"0

Hi total 9

PHF .61

NW 1ST

| 1?: oo

looo

lototo?

lo

I oz'lo

looo

l0

I .o

| 1?: oo

o | 1 6 88

0t | 0r 2t 358

| 2ss

| 1?: oo

ol 1 1 26

| 6e

) .e2

| 1?: oo

160 | o 4

63r | 0r 3*

I Lz4

| 12: oo

41 | o 1

134

I Ol L . JL

94 26

'7 6Z 2l,Z

25

A

=

88

92

T

-----:

I

AVENUE

zz

NW 1OTH STREET

7

0

94

94 I4

94

160

25

zo

"ll

.Ell

'-ll

NW lST

255 ;--------r

881. L6

88
NVI 1OTH STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COUNTED BY: ROLANDO MARTINEZ

NOT SIGNALIZED

Traffic Survey Specj.alisEs, Inc

524 cardenia Terrace

DeLray Beach, Florida 33444

Phone (561) 272-3255

PEDESTRIANS

Si-te Code : 00140065

start Dat.e: 03/L9/L4

File I.D. : 10ST_1AV

Page : 1

NW 1ST AVENUE

From North

07:30 0 0 0 0

07245 0 0 0 0

08:00 0 0 0 1

08:15 0 0 0 0 |

lNw 1sr AVENUE

I I rom bioucn

5

0

2

0l 0 0 0 2l

INW lorH STREET

Fr^m Frats

0

0

0

0

0

0

0

0

lNw lorH STREET

I from wesc rl

Left Thru Right Peds I Left Thru Right. Peds I Left. Thru Righr. peds I Left Thru Right peds 'I O Cal

0

0

0

0

0003

0002

0002

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

8

2

5

rl ?

Hr Tot.al 0

08:30

08:45

09:00

09:15

0

0

0

0

0 o 0 ol

0 0 0 0l

o 0 0 0l

0 0 0 0l

1l

0 0 0 0,

1l

1l

ol

1l

0l

7l el

ol

3l

3l

0l

18

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o 0 o 0l

0 0 0 2l

0 0 0 1l

1

5

5

o

2l 0 0 0l 6l 0 0 0 3l 11

- -- * BREAK *

Hr 'totaa

0

0

1

0 0 0l 0 0 0 0l

0 0 0l 0 0 0 0l

0 o 0l o 0 0 1l

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0000

0000

0000

0

0

0

15:30

15:45

16:00

16:15 0 0 0 0l 0t 0 0 5l 0 0 0 0l

Hr'totaf

15:30

76:45

17:00

0 0 0 ol

0 0 o 0l

o 0 0 ol

o 0 1l

17:15 0 0 0 1 |

0

0

0

0

0

0

0

0

0

0

0

o

0

0

0

0

0

0

0

o

0

0

0

o

2

2

0l

2l

2l

ol

ol 0 0 0 1l

o 0 sl 0 0 1l

ol

ol

1l

2l

0 0 0 ol

0 o 0 0l

o o o 2l

HrTotal 0 0 0 2l

17:30

17 :45

4 0 0 3l 3

0 0 o 0l

oo01l

72

0 0 o ol

0 0 0 1l

0 0 0 31 0

0 o 0 0l o

0 0 ol

0 0 3l

3

5

Hr Total 3l 0 o 3l 1l 0001

*TOTA],* 8l 14 I 24 1 el 55
3'rilT

Mravr^i ,frrrriJq

, MruvcLt t1, Lol4

Jno-,nb..'- L,t; ()do rr,r.t no

U'olSgnqL,red

--+

l.'$t

F4. vt

_-T6'T.-\r)

g

:l

Nw t orr2l

2;
NW 8TH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COITNTED BY: LUrS PALOMINO

SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardenia Tefface

nrl rav Fea.h Fl ^ri /ia 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code : 00140065

start Date: 03/19/14

FJ.]C I.D. : 8STR2AVE

Page : 1

I

UTurn Lefc. Thru Righc I UTurn Left.

tl

Thrrr Ridhf lIITrrrn T.cft Th'rr Pidhts llF,rrn r.aFf Thn, pi^LF I r^F-l I\TYIIL I

Date 03/19/14

NW 2ND AVENUE

From North

lNw grH STREET

I from EasE

0

0

0

0

1

0

9

083515

0 9 42 18

lNw 2ND AVENUE

I r rom bioutn

3

2

2

15L918

051524

0520r7

.l 0 I r7 221

INW 8TH STREET

I Irom wesc

0

0

0

0

4

)

1

3

07:30

07 245

08:00

01134 L4 17

26

32

24

114

r37

124

119

248

290

290

290

7

I7

20

08:15 0 6 44 14 | 22

Hr Tot.al 0 34 155 51 |

08:30

08:45

09:00

09: 15

el

1l

1l

2l

zt I

t2 I

16i

13 |

T4 | 23 7t 811 10 494 66 | 1118

257

239

257

0 101 21 2qO

0

0

0

0

4 48 191

4 40 141

7 43 141

8 29 r2l

0 1 13

0819

0422

3 93 141

4 96 131

s 111 77 |

0 9 32 1l

0

0

0

0

6

5

10

0

0

0

0

28

23

L2

I4

Hr |ota] 23 160 s9 | o 22 86 ql 77 12 401 6s 25 I 1003

15:30 0

15:45 0

16:00 0

00

11 38

20 49

000

0644

000

000

2 20 16

16:15 0 4 18 L4 |

0

0

0

0

0

0

7

5

0

0

4r

35

0

0

0

2

0

0

11

0

0

4

2l 'l o 44 4 |

ol

0

4l

0

0

204

Hr Total 0 6 38 30 | L2 76 31 A7 1 5 88 81 420

51

42

77

47

6l

3l

sl

4l

ro I

7

7

14

42

57

49

63

r0 |

el

2l

234

266

301

16:30

16:45

17:00

0 3 1s 131

0 1 27 6l

0 1 24 231

o 26 49 111

0 3r- 61 16 |

039s8141

o 17 7't li I

0

0

0

0

7

3

5

0

0

0

17:15 0 6 30 18 | o

Hr ToE.al 0 11 96 60 | 19 2r7 0 133 245 s4 I 32 2].7 ?4 I 11?4

17:30

L'7 :45

0

0

3 22 t2l

4 23 201

0 1 3'7 7l

0 4 25 5l

0

0

59

41

25

77

14 1

14 |

247

225

0 6 53 I

0 I s9 3

Hr Total 7 4s 321 0 s 62 r2l 42 ra I LO2 '" I 0 14 rr2 11 472

*TOTAL* 72 540 zov s4 | I 74 1305 184 | 4747
NW 8TH STREET & NW 2ND AVENUE

MIAMI , FIJORIDA

COUNTED BY: LUIS PAI,OMINO

SIGNALIZED

Traffj-c Survey SpeciaIisEs, Inc.

524 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code : 00140055

st,arE Dat.e: fi/19/14

FilC I.D. : SSTR2AVE

Page : 2

NW 2ND AVENUE

From Nort.h

lNw 8TH STREET

l !rom Easc

I

lNw 8TH STREET

I rrom wesr

I

o 27 159 66

07 245

014957

0t L2+ 82+ 6g

116

08:15

09

35

.83

INW 2ND AVENUE

I trr^m q^rrtsh

I

I 07:45

lo24go90

I 0t r2t 4L+ 46+

07 :45

0 9 473 73

0t 2\ 8s* 13r

555

O7 :45

o2L37I7

156

.89

U:furn Left Thru Right I ufurn Left. Thru Right. I UTurn LefE Thru Right I uTurn Left Thru Righr I Total

Date 03/19l14 ------

Peak Hour Analysj-s By Entire Incersection for lhe Period: 07:30 Eo 09:30 on 03/L9/I4

Peak start 07:45

volume

Percent. 0t 10& 65t 25*

Pk tot.al 262

Highest 08:30

Vol.ume 0 4 48 19

Hi total 71-

PHF .92

NW 8TH STREET

z+

95 185

66

473

473

1q4

i 08:30

lo62s

| 61

24

NW

| .80

2ND AVENUE

66 L69 27 9

80

65 r69

'l zoz

14|l.

L69

73

zt

241- 801. e

96

358 r

. ALL VEHICLES I 

'

, 

*.. v''tlJ_\-LtlD 

[] l1116e5 rl lr

| ,no 706 L r*

I

95

L4

'lr- rl- 555 | Intersection Total I

| | r'r2t I seo

ll

27

473

90

73 rtl

t-I NW 8TH STREET

450

t94 

, 

-----.1

73

256 z.f

NW 2ND AVENUE

80
NW 8TH STREET & NW 2ND AVENUE

MIAMI, FI,ORIDA

COUNTED BY: LUIS PALOMINO

SIGNALIZED

rrr€Fi a q',ri'ar' aha^i 5l I oq! vsJ oPsufq ^F^

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 2't2-3255

ALL VEHIC],ES

Site Code : 00140065

qh.?F n.Fa. Oa/1q/14

File I.D. : SSTR2AVE

Page : 3

NW 2ND AVENUE

From North

lNw 8TH STREET

I trom EasE

I

lNw 2ND AVENUE

l hrom Soutn

I

I Nw 8rH srREEr I

I from wesc

I

Llllurn Lefr Thru Right l U'furn Left. Thru Right l uTurn Left Thru Rj.ght l i-rTurn Lefr Thru Right. Tor.al

Date 03/19/14 -----

Peak Hour Analysis By Entire InLersection for the Period: 1,6:00 to 18:00 on 03/19/14

Peak start. 16r45

Volume 0 11 103 59

Percent. 0t 6t 60t 34+

Pk total L73

Highest. 17:15

Volume063018

Hi tot.al 54

PHF .80

NW 2ND AVENUE

103 3t255

zo

59 103

L73

11 312

'I

15 :45 | 16 :45

0 16 203 261 O

0t 7+ 83r 11r | 0t

245 | 444

17:00 | 17:15

0 3 77 41 0

84 | r27

.73 | .87

1,32 255 57

30t 57* 13t

15:45

0

0t

285

17:15

0

90

.79

31 222 32

L1t 78t 1lt

37 77 L3 I4 63 13

59 11

NW 8TH STREET

]-32 203 394

59

| 48s 

| ,,

' ALL vEHrcLEs | 

-

| | 24s 203

lr rl

Iures3sLtu

203

3t_

222

31 T6

32

'lttl 285 | Int.ersection Total_ |

| 1,147 | 290 rl ttl

222 11

222

57

32

lll ttl

I NW BTH STREET

59s

444 .l

16 il . r32l- 25s

l_03

32

151 L32

NW 2ND AVENUE

255
NW 8TH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: LUIS PALOMINO

SIGNALIZED

Traffic Survey SpecialisEs, Inc

524 Cardenia Terace

Delray Beach, Florida 33444

Phone (561) 272-3255

PEDESTRIANS

Site Code : 00140055

st.art Dat.e : 03 / L9 / 14

File I.D. : SSTR2AVE

Page r 1

NW 2ND AVENUE

From North

3l

3l

7l

O8:1s O O 0 5 | 0 0 o 4l o o o il 0 0 0 0t

I Nw 8TH STREET

l from Easc

I

lNw 2ND AVENUE

l ! rom souE.n

I

lNw grH STREET

| !rom wesg

I

Left Thru Right. Peds I LefE Thru RighE Peds I LefL Thru Righr Peds I Left. Thru Right. Peds I Toral

Dare 03/19l14 -----

07:30 0 0 0

07:45 0 0 0

08:00 0 0 0

0 o o 1l o 0 0 6i 0 0 0 0

o o o 2 | o o o 3 | o o o o

o o o 2 | o o o o i o o o o

10

I

q

Hr Tot.a1 0 0 o 19 | o o o ei 0 0 0 12 l o o ol 40

6

8

8

6

0 0 0l 0 0 0 41 0 0 0 11

o 0 31 0 0 0 11 0 0 0 0l

o o ol o o o 6l o o o ol

0

0

0

0

0 1l

0 4l

0 2l

0

0

0

0 0 1l 0 o 2l o 0 0 1l o o o ol

08:30 0

08 :45 0

09:00 0

09:15 0

Hr Total 0 o 10 | o o 5l o o 0 12 l 0 0 1l 28

15:30 0 0 0

15:45 0 0 0

15:00 0 0 0

ol

ol

1l

0000

0000

0002

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

ol

ol

ol

t-l

ol

ol

'tl

5l

0

0

10

L6:15 0 0 0 4 | 0 0 0 0l 11

Hr Total 0 5l

1l

1l

ol

8l

0 0 2l

0

0

0

0

0

0

0

0

3l

ol

2l

1l

1l

0 0 0 5l

13 | 2),

15

20

t-0

2t

16:30

16:45

17:00

17:15

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0 0 0 sl

o o o 8l

o o o ol

0 0 0 7i

o o o 1r- |

0 0 0 8l

0 0 0 6l

Hr Total- 10 I

17:30 0 0 0 sl

L'7:45 0 0 0 4 |

6l 0 0 0 19 | 0 0 0 32 |

0 0 '7 

1

0 0 8l

0 0 0 4l

0 0 0 0,

o 0 0 sl 0

0 0 0 0l 0

2T

12

Hr Total 0 0 0 9l 0 0 4l sl 0 0 r-5 33

*TOTAL* s? | 4el 51 | 18e
Ir

./ J+- \-.

*,-*:

+>

{|.1 $

MAwtt \trto,rtdA

$\avtUt \q, zo l1

(At^rrrt W',t*S %\.'.Of-..V tO

rtn a-QzrA

*>
NW 8TH STREET & NW 1ST COURT

MIAMI , F],ORIDA

COUNTED BY: CRISTINA PALOMINO

NOT SIGNALIZED

Traffic Survey Specialj.sts, Inc

624 Gardeni-a Terrace

nrlr:w RcA.h Fl^rida 33444

Phone (561) 272-3255

AIJL VEHICLES

Site Code : 001-40065

start DaEe: 03/19/14

FiIe I.D. : SSTR_ICT

Page : 1

PARKING LOT

From North

07:30 0 0 0 0

07:45 0 0 0 0

08:00 0 0 0 0

02200

06340

00290

o o 109 181

0 0 rr7 241

0 0 r.os 18 |

0 0 110 20 |

I Nw 8TH STREET

I brom Easc.

I

lNw 1sr couRT

l !rom sourn

l

I NW 8TH STREET

| !rom wesr

I

tllurn Left Thru Rj.ght. I UTurn Left Thru Right ] UTurn Left Thru Right I UTurn Left Thru Right I Tot.al

Dare 03/19/14 --------

0604

0606

0707

1s9

193

155

08:15 0 0 0 0 | 0 5 35 0 r 0 3 0 1l L74

Hr Total 0 0 0 0l 0 13 118 0 22 0 181 0 0 44r 801

0

0

0

0

0

2

5

2

0l

ol

0l

0l

0l

0

0

0

0 740

4l

6l

7l

sl

0

0

0

0

0

0

0

0

692

L37

t42

159

25 168

08:30 0 0 0

08:45 0 0 0

09:00 0 0 0

ol

ol

ol

09:15 0 0 0 0 |

16

30

l7

30

o,

85

110

20 1

14

50

60

60

Hr Total 0 0l

0

0

0

0l

93 ol 31 0 379

0

0

0

0

0

0

0

0

0

8

j

0

0

0

0l o

0 0 0l

o o o ol

0 o 56 131

0 0 58 s

0

0

7

I

606

15:30

15:45

L6:00

16:15

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

3

2

0

0

35

30

0

0

1))

110

Hilrof ai ol ol

0l

0l

ol

0 0 0l 0 1 35 0 |

11

6

20

I6

a5 |

ql

11 J

10 |

50

58

60

80

L2 |

14 |

7l

t-1 I

232

L29

L28

155

154

0 0 114 22t

16:30 0

15:45 0

17:00 0

17:15 0

0 6 36

1137

0 0 48

o 0 0l

o o 0l

o o ol

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Hr Total 0 o o ol 18].57 ol 58 co I

6l

sl

244 44

4l

s55

119

11R

17:30

77 t45

0 0 0 0l 0

0 0 0 0l 0

0

3

33

29

ol o I o

ol o 5 o

0 0 68

o o 74 1 |

Hr Tot.al. o o ol 62 ol L4 rr I 00r42 51 237

*TOTAL* ol 495 ol rro I o 1324 223 1 2333
NW 8TH STREET & NW 1ST COT'RT

MIAMI, FLORIDA

COUNTED BY: CRISTINA PALOMINO

NOT SIGNA],IZED

Traffic survey specialists, rnc

624 Gardenia Terrace

nFlrav Rp:.h Fl^rida 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code : 00140065

sEart Date: 03/19/14

Fl1e LD. : SSTR_1CT

Page : 2

PARKING I,OT

From North

Peak start 07:30

Volume0000

Percent 0t 0t 0t 0t

NW 8TH STREET

From East

lNw lsr couRT

I trom Sourn

I

NW 8TH STREET

From West

IOfaf

Date 03/ 19/ L4 - - - - - - - - - - -

Peak Hour Analysis By Entire InEersecEion for the Period: 07:30 t.o 09:30 on 03/19/L4

LEurn Lert Thru Ridhf IlT'nrrn T,rff rln, Di^Hi lrr"-- rafr Thrrr Pidhf llrrrfn T.cfr Thrlr pidhE

07:30

0

0t

131

07 245

0

40

.82

13 118

10t 90t

07:30

o22

0t 55t

40

08:00

o7

I4

.71

07:30

00

0$ 0t

527

07 :45

00

L4I

441, I0

85t 15t

0

08

0

0t

0

18

45*

7

Pk t.ot.al 0

Highest 07:30

Volume 0 0 0

Hi tot.al- 0

PHF .O

NW 8TH STREET

22 118 L40

0

44r

44L

PARK]NG LOT

0

0

0

22

COURT

0 o'i,

. ALL VEHICLES I

I 

vEnr\-!E!) 

[;l ;

,llr tt

I uul seo L t,

118

13

52I I r"tersection Total I

tl6e2l4se ll

44L

t_B

80

tll ttl-I NW 8TH STREET

133

40 ,-------.1

80

Tll

:ell

"ll

NW 1ST

.22
NW 8TH STREET & NW 1ST COURT

MIAIV1I , FLORIDA

COUMTED BY: CRISTINA PALOMINO

NOT SIGNALIZED

Traffic Survey Specialists, Inc

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 272-3255

ALL VEHICI.ES

Site Code : 00140055

sEarE Date: 03/L9/14

File I.D. : ESTR_ICT

Page : 3

PARKING LOT

From North

lNw 8TH STREET

I Fr^n Frats

I

iNW 1ST COURT

l ! rom souE.n

l

lNw 8TH STREET

I rrom west

I

Peak gtart 16:30

Volume 0 0

Percent 0t 0t

Pk got.al 0

U"rurn Left. Thru Righr I UTurn Left. Thru Right I UTurn LefE. Thru Right. i UTurn Left. Thru Right I Tot.al

DaEe 03/19/L4 ------

Peak Hour Analysis By Entire Intersection for Ehe Period: 16:00 to L8:00 on 03/79/I4

| 15,30

!57 0l o 58 0 s0

95t 0t | 0t 54t 0& 45t

| 1oB

| 17:00

ol o 20 o 20

I 40

I .68

PARKING LOT

gt

NW BTH STREET

58 L57 2I5

0

r57

248

248

248

50

108 

, I

00

0t 0t

16:30

18

11 5t

].66

17:00

0 0 48

48

.86

16:30

00

0t 0r

292

17: 15

00

9l

.80

I

248 44 |

8sr 15r I

I

I

80 11 I

I

I

Highest 0?:30

Volume0000

Hi total 0

PHF -O

0

0

0

44

44

. 9 58 tt | . h

0

44

53 58

NW 1-ST COURT
NW 8TH STREET & NW 1ST COURT

MIAMI, FLORIDA

COUNTED BY: CRISTINA PALOMINO

NOT SIGNALIZED

Traffic survey specialj-st.s, Inc

624 Gardenia Terrace

Delray Beach, Florlda 33444

Phone (561) 272-3255

PEDESTRIANS

SiLe Code : 00140055

Qts.rt nrtso. i1/1q/1a

File I.D. : 8STR_1CT

Page : 1

PARKINC LOT

From North

lNw BTH STREET

I From EasE

I

0

0

0

0

0

0

ol o o0

lNw 1sr couRT

I From south

1

I NW 8TH STREET

| !rom wesc

I

Lefr Thru Right Peds I Left. Thru Right Peds I Left Thru RighL Peds I Left Thru Right. Peds i Total

Date 03/19l14 ------ -

07:30 0

07 :45 0

08:00 0

08:15 0

0

0

0

0

0

0

0

o

0

0

0

0

0

0

0

0

6

5

)

00

00

00

00

0000

0006

0005

000

000

000

o o 0 1l I

Hr Total 0

08:30 0

08:45 0

09:00 0

0

0

0

0

0

0

09:15 0 0 0 0 I

o o o ol

0 0 0 0l

0 0 0 0l

0 0 0 0l

ol 0 0 0 12)

0

0

0

0

0

0

0

0

0

0

0

0

1l

sl

4l

4l

ol

ol

0l

ol

1l

ol

ol

1l

0l

13

0

0

0

0

0

0

0

0

0

0

0

0

1

5

5

HT I'OTAI U ol o o 0l 14 I 1l 15

15:30 0

15:45 0

16:00 0

15: 1-5 0

o o 0l 0 0 o 0l

o 0 ol o o 0 0l

o 0 o I o o 0 2l

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o

0

0

0

0

0

9

0

0

7

0 0 0l 0 0 0 6l 5l rl

Hr ToEal 0

15:30 0

16:45 0 0 0

17:00 0 0 0

0 0 ol

o o rl

3l

ol

0 0 8l

Lz I

ql

11 |

2I

LZ I

0 0 0 0l

1l

0 0 0 1l

0 0 0 21

o o 0 ol

0 0 0 0i

2L

20

2r

13

2

0

0

0

0

0

0

0

0

0

0

0

0

0006

0 0 0 ?l

o 0 o 2l

17:15 0 0 0 0 I

Hr Total 0 0 0 4l

17:30

L7 :45

0

0

0

0

0

0

1l

0l

34 1 0 0 0 1s I o o 3l 56

0 0l

o 0l

0 0 o 0l

0 0 0 2l

o 0 0 0l o 0

0 0 0 0l 0 0

Hr Total 1l 0 0 2l ol 0 0l

*TOTAI,* cl 44 | 6l 108
ParKt rn a

ilh

-N .as 1 "iffru + <Z

l.{uawt. \FforidaIrtavC[,r tQ 

, 

Zo\4

.\r^-rn Vty' ,lrhE P&\orrvtMo

V1.0T aqn4-t ->-J

't

pr"tS

*s7
NW 8TH STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COLNTED BY: ISIDRO GONZALEZ

NOT SIGNALIZED

Traffic Survey Special,ists, Inc.

524 Gardenia Terrace

nplraw RFA.h Flnridq 33444

Phone (561) 272-3255

ALL VEHIC],ES

Sibe Code : 00140055

start Date: 03/19/14

Fi^lE I.D. : 8ST_1AVE

Page : 1

Lnurn Left Thru Right. I ulfurn Left Thru Right. I uTurn Left Thru Righr I uTurn Left. Thru Right. Tot.al

Date 03/19114 '

NW 1ST AVENUE

From North

0

0

0

0

lNw 8TH STREET

I from Easc

I

JNW 1ST AVENUE

| !rom Soutn

I

I NW eTH STREET

I rrom west

I

07:30

07 :45

08:00

08:15

2 6 5l

o e 9l

0 3 1s 2l

0623

'7 48

15 60

11 4l

13 55

2l

3l

5

3

4l

159

198

178

193

0

0

1

2

0

3

2

I

3

8

11

7

0

0

0

0

62

56

1 L0 4l 61

2 10 Lzl 0 5 27 6l

Hr'10Eaf

08:30

08 :45

09:00

09: 15

46 204

I s8

L2 52

15 62

11 54

227 

|

31 |

32 1

3? |

0 21 92 131

0

3

I

1

L2

8

I5

5

1l

2l

7l

4l

0

1

0

0

7

8

5

3 25 4l 0 3 15 2l

74

30

10

4l

2l

1l

16 I

sl

2l

ol

724

747

161

168

29

0

0

1

0

117

1 3 10

0

0

0

0 36 | 163

Hr Tobal 14 |

0 4 4l

40 23 '19 11 | 2937

0

0

1

4

0

0

24

2I

0l

0l

el

2l

0

0

0

1

00

92L

10 72

el 46 226 136 |

0l

ol

1l

0l

0 0 0 0l

0 0 0 0l

0 25 30 101

0 20 38 8 I

539

15:30

15:45

16:00

15: l-5

0

0

1

0

0

0

0

0

0 0 0l

o o ol

0 s sl

0

0

I41

t24

Hr Tot.al o e el 11 |

15:30 0 2 ol

!6:45 0 2

5 2l

4 3l

0

0

0

0

r24

s 26 2l

L7:00 0 0 6 230 8l

17:15 0 0 5 4 | | 2L 5l

1l

il

7

5l

2l

45 19 33 0 4s 68 181

0

0

1

0

15

L2

13

10

27

27

26

265

127

156

175

o t7 35 8l

0 19 39 10 |

0 30 42 '7 

1

0 ?0 q1 10 I

Hr Total 0

I7 :30 0

17:45 0

4 20 131 9 101 15 |

2l

51 rq I 0 96 169 35 I 62s

0

0

0 I 38 4 I

t 9 27 3l

0

0

28

1

23

22

sl

5l 26

4L 6l

11 I

165

Hr Total 0 312 3l 45 10 | L 17 65 7l 8'7 r7 l 324

TTOTALT 70 | 60 | 48 I

115 51 362 260 287 433 I 2sa7
NW 8TH STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COUMTED BY: ISIDRO GONZALEZ

NOT SIGNALIZED

Traffic Survey Specialist.s, Inc.

624 Gardenia Terrace

DFI rev RFe.h Fl nri.la 33444

Phone (551) 272-3255

AIJIJ VEHICLES

Site Code : 00140065

start Date: 03/19/74

File I.D. : 8ST_1AVE

Page : 2

NW 1ST AVENUE

From North

I NW 8TH STREET

I rrom Eagt

INW 1ST AVENUE

I From south

ls4

J 08:00

6 27 6 | r 2 1"1 4

| 18

| .7s

NW ].ST AVENUE

lNw BTH STREET

| !rom wesE

I

I UTurn Left Thru Right. 10tat

DaLe 03/19/14 --------- .--

Peak Hour Analysis By Entire Intersection for the period: 07:30 Eo 09:30 on B/f9/74

Peak start 07:30

Volume053531

Percent 0t 7Z 49t 44*

tl

uTurn Lefr Thru Right. I UTurn Left. Thru Righr I UTurn Left Thru Right

| 07:30 | 07,30

I o 21 92 131 3 G 2e 16

I 0r 1?r 73t 1Or | 5t 11r s48 3Or

Pk total 77

Highest 08:15

Volume 0 2 10

Hi total 24

PHF .74

NW 8TH STREET

l.32

204

204

227

227

07:30

0 46 204 227

0t 10+ 43t 48t

477

07 r45

0156056

131

.91

I 1,26

I 08:15

12 l 0

| 3e

| . s1

31 35 46

z>

I.'

31 35 88

9

>z

31

92

46 21,

159 [

I rt

. ALL VEHICLES

llL26e2 tl rl ll

| .0, 351 | ,t

I

n1 I

IL

337

to

'| rtl 477 | Intersection Tota1 |

| 128 | 22s lll tl

I

I NW BTH STREET J _ )an

5

204

76

-9

q,a

,l

27 29t. 1_

35

22'7

283

NW 15

9

AVENUE

29
NW 8TH STREET & NW 1ST AVENUE

MIAIVII , FLORIDA

COItNTED BY: ISIDRO GONZALEZ

NOT SIGNALIZED

Traffic Survey Specj-alist.s, Inc.

624 Gardenia Terrace

DF I rev FlFA.h F l ^r'i da 33444

Phone (561) 272-3255

B!! VENILIEb

Site Code : 00140065

Start Date: 03/19/L4

File I.D. : 8ST_1AVE

Page : 3

NW 1ST AVENUE

From NorEh

lNw 8TH STREET

| !rom EasE.

lNw 1sr AVENUE

I Fr^m c^,,Fh

lNw 8rH STREET

I From West

I

uTurn Left Thru Right i uTurn Left Thru Right i uTurn Left Thru Right I uTurn Lefr Thru Right I Total

DaEe 03/19/74 -----

Peak Hour Analysis By Entire IntersecEion for the Period: 16:OO Eo 18:OO on 03/19/74

PeaK Starf I /: UU

Volume 0

Percent 0t

Pk total 37

Highest 17:00

5 25 tl

8t 62* 30t

17:00

069623

0* ss 77* 18$

L25

17:00

o 2 30 I

40

.78

17:00

2 40 118 L4

1t 23+ 58t 8?

),7 4

17:30

0 8 38 4

50

.87

17:00

0 114 L82 34

0* 3st 5st 10t

330

17:15

030s310

93

.89

Volume0064

Hi total 10

PHF .92

NW 1ST AVENUE

z5 LL4

118

23

NW 8TH STREET

AA +z

96 L49

11

255

L'7 4

118

96

LL4

II4

r82

t82 3

L82

L4

34

J+

.ll

23ll

,n 

ll ------tl

53ll

tl NW lST

_ _ -.;:

.tz

AVENUE

118
NW 8TH STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COUNTED BY: ISIDRO GONZALEZ

NOT SIGNAI,IZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

DFlrev RFe.h Fl^r'ida 33444

Phone (551) 272-3255

PEDESTRIANS

Site Code : 001-40055

qF^?ts nAfa. i1/1ql1a

File I.D. : 8ST_1AVE

Page : 1

ll

Left Thru Right Peds I Left Thru RighE peds I Left Thru Right. peds LFfF Thrrr Pidht Dode I T^t:l

DaEe 03/19/14 ---. -

NW lST AVENUE

From North

lNw BTH STREET

I ! rom !;as t

0

0

0

0

INW 1ST AVENUE

| !rom Soucn

0

0

0

0

0

0

0

0

lNw grH STREET

From West

07:30 0 0 0 2

07:45 0 0 0 3

08:00 0 0 0 0

08:15 0 0 0 1

0 0 4l

o o 8l

o o 1l

007

003

000

0 0 1l

l

5

3

0

0

0

0 0 0 )l

0

0

0

0

18

19

10

Hr Total 0 0 0 6l o o 11 |

0 0 0 3l

0 0 15

o o 3l

0 0 10 I

0 0 2l

0011

1C I

3l

3l

4l

5l

51

12

22

11

10

08:30

08:45

09:00

09:15

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

5l

6l

4l

0l

0 0 0 1l

0 0 o 3l

0 0 0 1J

Hr'1otal 1q I 0 0 8l 16 | 0 o 16 | 55

15:30

15:45

16:00

16:15

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

7

0

0

0

o

0

0

0

o

0

0

0

0

0

0

0l

ol

4l

5l 1l

o o o ol

o 0 0 0l

0 0 0 sl

0

0

20

0 0 0 4l 11

Hr TotaL

15:30

1,6: 45

17:00

17:15

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

n

0

0

0

o

el

0 3l

0 6l

0 3l

0 sl

8l

2l

ol

3l

8l

0 0 6l

0 0 0 sl

0 0 0 10 I

0 0 0 ql

cl 0 o 9l

5l

6l

8l

2l

3L

19

74

26

1q

Hilr'otat o 17 1

1? | 0 0 0 26 1 22)

3l

7A

17:30

8l

4l 3l 2l

Hr Total 4l

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0 3l 8l

*TOTAL* )5 |

4? I 70 | 70 234
A

0Ftrt

f

t t-t Hl-P

tsJ

ffi

ffi

no

q r,rlm

3.r'J[ al [1lx, l

tl.{ itv,,r.. i, ft r,r ic\al.\qtfc\n' ,\4,Lo \+

(awvl t r 

3 

: I^^"s' ?c\opLi

WotSi3no-t-,zed

<+
NW 7TH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUMTED BY: AMBER PALOMINO

NOT SIGNALIZED

Traffic Survey SpecialisEs, Inc.

624 Gardenia Terrace

De]ray Beach, Florida 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code : 00140065

start. Date: 03/19/14

File I.D. : 7ST_2AVE

Page : 1

ll:furn Left Thru Right I trTurn Left Thru Right I uTurn Left Thru Right I uTurn Left Thru Right r Tot.al

Dare 03/r9/r4 .- -

NW 2ND AVENUE

From North

lNw ?TH STREET

l !rom Easc

I

0

0

0

0

L

3

1

2

lNw 2ND AVENUE

I Fr^m c^,,ih

I

l----'

i From West.

I

07:30

O7 :45

08:00

00430

0 0 56 0

0 0 50 0

0

0

0

0

0

1

0

0

0

0

0

4l

2l

4)

4l

84

1,02

104

119

o36

0 40

0 39

0000

0000

0000

08:15 1 0 67 0 | 0 4s 0 i 0 0 0 ol

Hilr'otat o 226

0

0

0

0

08:30

08:45

09:00

O9:15

0

0

0

0

0

0

0

0

)

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

69

60

65

ol

ol

ol

0l

ol

ol

ol

0l

0l

ol

ol

133

L02

104

14 | 0 160

4l

4l

3l

0

0

0

0

0

0

0 0 0l 4o9

60

36

32

0

0

0

0

0

0

0

0

0

0

0

0

31

26

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

7

Hr Tolal ol ol 0 0 0 0l

0

0

0

18 I 1s5

15:30

1-5:45

16:00

16:15

0

0

94

115

o 0 0l

o o ol

3 o 3l

0000

005'70

0l 3 0 7l 007901

Hr aocat 57 ol

ol

ol

ol

1? |

RI

tc I

8l

75

100

97

ol

ol

ol

ol

209

123

r52

r47

5 0 10 | 0 0 135 0 | ol

o o o ol

16:30 1

15:45 0

17:00 0

o29

o42

029

0

0

0

0

5

2

5

0

0

0

0

0

0

0

1

o

0

0

0

0

0 0 0 0l

0 0 0 0l

0 0 o 0l

17:15 0 0 47 0 | 777

Hr'10taa I o 747 0l

ol

77:45 0 0 30 0 |

17:30 0 0 30 0

0

1-2 44 1

0 0 4i

1 0 1l

388 ol 0 0 ol 593

133

104

0 0 99 0 l

0 0 72 0 i

0 o 0 0l

0 0 0 0l

Hr ToEal 0 0 60 ol r o 5l 0 0 r7r 0l 0 23'7

*TOTAL* 742 ol ol ol 1881 q1 | 1011
NW 7TH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: AMBER PALOMINO

NOT SIGNALIZED

Traffic Survey SpecialisEs, Inc.

624 Gardenia Terrace

Delray Beach, Florj-da 33444

Phone (551) 272-32ss

AIJL VEHICLES

siEe code : 00140065

Start DaEe: 03/19/1,4

File I.D. : 7ST_2AVE

Page : 2

NW 2ND AVENUE

From North

I NW 7TH STREET

I !rom bagE.

lNw 2ND AVENUE

L !rom soucn

l-----

l from west

tll

uTurn Left Thru Right I UTurn Left Thru Right. I uTurn Left Thru Righc I LrTurn LefE Thru Righr Tot,a1

DaEe 03/r9/\4 --------

Peak Hour AnaLysis By Entire Intersection for the Period: 07:30 to 09:30 on B/f9/I4

Peak start 08:15

votume I

Percent 0t

Pk total 262

Highest 08:30

Vo1ume 0 0 69

Hi toEal 69

PHF .95

I oe'ts

0l o I

08 I 0t 35*

123

I 09, oo

ol o 4

l7

| .s2

0 26r

0r 100r

08:15

0

0t

0

07:30

0

0

.0

00

0t 0t

' fi' VllI:1]-L-L1aD | 

-

ll23o ,l lr tl

1024 I 18

450 [

| 1s

I

-t ALL VEHICLES

'lr_

o I rntersection Totar | 

-

r4s8lt lll

| 08:15

0 r-5 1 0 0 173 0

0t 65t I 0s 0* 100t 0t

I 173

| 08:30

o 3 | o o 60 o

| 60

| .72

NW 2ND AVENUE

26L 0

L73

15

261, 188

^.^ ' I zoz

0

0*

0

0 t_

0

0

0

0

0

I

0

0

0

0 1

0

0

0 trt l- NW 7TH .TREET I 

- 

442 AA1

1'7 1,

.l

0

I

26L

0

0 L73

269 0

NW 2ND AVENUE

]-73
NW 7TH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: AMBER PALOMINO

NOT SIGNALIZED

Traffic Survey Specialists, Inc

524 Gardenia Terrace

Delray Beach, Florida 33444

Phone (551) 272-3255

AI]IJ VEHICLES

Site Code : 00140065

qi:rf n:tsa. aa/1q/1L

File I.D. : 7ST_2AVE

Page : 3

NW 2ND AVENUE

From North

I Nw 7TH STREET

lFrom llasc

INW 2ND AVENUE

| lrom soutn

t-----

I trom wesc

ll,

UTurn Left Thru Righc. I UTurn LefE. Thru RighE ] UTurn LefL Thru Right I UTurn Left Thru Right '10t41

Dar.e 03/19l14 - ..--

Peak Hour Analysj.s By Entire Intersectj-on for t.he Perj-od: 16:OO to 18:00 on O3/I9/14

Peak start 16:45

Volume001480

Percent 0* 0t 100t 0t

Pk total 148

Highest 17:15

Volume00470

Hi total 47

PHF .79

I re: as

lo7

| 0* 17r

142

| 17:00

15:45

00

0* 08

0

07:30

00

0

.0

00

0t 0t

I to: +s

0 3sl 1 o 4r2 o

0r 83* | 0t 0* 100t 0t

loso

120

| .s2

I 41?

| 17:15

151 0 o 116

| 116

| .8e

NW 2ND AVENUE

r48 0

+LZ

35

1

0

0

0 L4B

I48

1

148

0

.l

447

41? ,l

4L2

0

0

n

155

NW 2ND AVENUE

4L2
NW 7TH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUMTED BY: AMBER PALOMINO

NOT S]GNAIIZED

Traffic Survey Specialists, Inc

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561-) 272-3255

PEDESTRIANS

Site Code : 00140065

StarE Date: 03/19/\4

File I.D. : 7ST_2AVE

Page :1

NW 2ND AVENUE

From Nort.h

07:30 0 0 0 0

07:45 0 0 0 4

08:00 0 0 0 3

08:15 0 0 0 1 |

3

2

1

.l 0 0 0 4l 0 0 0 0l

I Nw 7TH STREET

l !rom Easc

I

INW 2ND AVENUE

I Fr^m c^rrrh

I

t----'

I From west

I

Left Thru Ridhr Pcds I T.rff Thril Riohf Peds I T.Ffi Thrrr pi^hF peds I T,eff 'thrrr Ri^hr DaA6 | T^F-l rsse | ^fYrrr rsuo I

Date 03/19l14 - - - - - - - - - - -

0

0

0

0

0

0

0

0

0

0

0

0

0000

0000

0000

0002

0001

0004

5

7

I

7

Hr ToEal 0 0 0 8l 8l 0 0 0 11 | o 0 0l

0

0

0

o

0

0

0

0

0

0

0

0

)l

1l

0l

3l

0

0

0

0

0

0

0

0

0

0

0

0

ol

ol

ol

0l

08:30

08:45

09:00

09:15

0

0

0

0

0

0

0

0

0

0

0

0

ol

3l

1l

3l

o o o 3l

0 0 o 2l

0 o 0 3l

27

8

6

0 0 0 4l 10

Hr'total 7l 0 0 0 12 1 el 0l 28

15:30 0 0

15:45 0 0

16:00 0 0

0

0

0

ol

ol

2l

16:15 0 0 0 1 |

0

0

3

0

0

0

1l 0 o01l 0 0 0 0l

0

0

0

0

0

0

0

0

0

0

0

0

0 0 0 01

o o o ol

0 0 o 0l

000

000

003

0

0

I

3

Hr'10caa u 0 0 4l

o o ol

o o 1l

0 0 1l

o 0 1l

3l 0 o ol

sl

3l

)l

2l

11

16:30 0 o 0 4l

L6:45 0 0 0 sl

17:00 o o 0 1l

17:15 0 0 0 1 |

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0 o 0 0l

0 o 0 0l

0 0 0 0l

9

0 0 0 ol

Hr Total 0 0 0 11 |

I7r45 0 0 0 2 |

17:30 0 0 0 4l 0

0

0

0

o o sl o o 0l 1' I

0 4l

0 1l

0 0 0 4l

0 0 0 6l

0 0 0 01

0 0 0 0l

28

I2

HrTotal 0 0 0 5l 0 sl 0 0 0 10 | ol 2I

*TOTAL* ?c I 41 | 0 115
A

rr+{n

fLur;Ja_

\q,2et4

lu t

{ar

I'Ll

Hiavr,t-i

t/rarc\,r,

Aru- rt b1' - D\^;^?c\ on, n o

yuor3i3na,U>nA
NW ?TH STREET & NW 1ST COURT

MIAMI, FLORIDA

Traffic Survey Specialists, Inc.

524 Gardenia Terrace

Delray Beach, Florida 33444

Phone (551) 272-3255

AIJL VEHICLES

Site Code : 00140065

qfrrts nrta. 01/1q/14

File LD. : TSTR_1CT

Page : 1

COUNTED BY: MARISA CRUZ

NOT SIGNALIZED

ltl

UTurn Left Thru Right i UTurn Left Thru Right I UTurn Lefr Thru Right I UTurn Lefr. Thru Righr

natsa n? /1 q /1 4

NW 1ST COURT

From NorLh

t-----

| ! rom !;asE

0

0

0

0

lNw 1sr couRT

| lrom Soutn

0

0

0

o

I NW ?TH STREET

I lrom west

0

0

0

o

0

0

0

o

Total

07:30

O7 :45

08:00

2 0 18 5

202t3

00!46

0

0

0

0

0

0

0

o

0

0

0

0

0

0

0

0

0

0

38

39

34

1n

3 10 0

2rr0

2L20

08:15 0 0 ].'1 5 | 0l 4 4 0l 0l

Hr Toba1 4 0 70 19 I ol 11 37 ol

0l

ol

ol

0 0 ol 031s01

08:30

08 :45

09:00

09:15

1

0

3

0

0

0

0

0

13

1,2

I4

20

0

0

0

0

0

0

0

o

0

0

0

0

0

0

0

0

sl

6l

2l

7l

o o ol

0 0 0l

o o ol

o2r2

0 3 10

0 4 11

ol

ol

0l

ol

0l

33

31

34

45

Hr Total 59 tn I o o ol 01248 ol ol 143

15:30

15:45

16:00

16:15

0

0

1

2

0

0

0

0

0

0

11

7

0

0

0

0

0

)

1

0

0

11

9

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

30

0

0

3

0

0

0

3i 0 0 0 0l

000

000

000

0l

ol

ol

0l

Hr Total

16:30 10r2

1 0 1-3

1822

05L7

o L2 38

18 6l 20

2l

2l

o o 0l

0

0

0

0

0

0

0

0

ol

ol

ol

0l

ol

ol

oi

ol

1 7 24 0 |

0l 52

38

60

64

17:00 1 0 s 4l

L7:L5 1 0 I 3 |

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Hr Total 4

17:30 1

11 |

2l

I'7:45 2 O 4 0 i

0

0

ol 2 32 101 ol

0 1 13 o I

0 0 11 0 ,

0l

ol

0l

188

19

1'7

o 0 0l

0 0 0l

0

0

0

0

0

0

Hilr'otat 3 2l 0 o 0l 0124 ol 0l 35

*TOTAI,* L8 to I ol 59 230 ol ol
NW 7TH STREET & NII 1ST COURT

MIAMI, FLORIDA

COU}TTED BY: MARISA CRUZ

NOT SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

nel rav Rpach Fl ^ri da 33444

Phone (561) 272-3255

AL], VEHICLES

Slte Code : 00140065

scarc. DaEe: 03/79/14

File LD. : TSTR_1CT

Page : 2

NW lST COURT

From North

l-----

I From East

INW 1ST COURT

!rom 50ucn

i NW ?TH STREET

I rrom west

ill

uTurn Left Thru RighE I UTurn Left Thru Right I UTurn Left Thru Right. I UTurn Left Thru Right 'IOtal

DaLe 03/t9/r4 ------

Peak Hour Analysis By Ent.ire IntersecLion for the Period: 07:30 Eo 09;30 on 03/f9/L4

Peak start 08:30

Volume 4 0

Percent 5t 0t

Pk total 83

t{ighest 09:15

Volume 0 0

Hi toeal 27

PHF .77

g3 |

NW 7TH STREET

| 08:30

se 201 o

71.+ 24+ | O*

lo

I o? :30

20 71 0

lo

| .o

| 08,30

0l 0 12 48

0r I or 20* 8or

l60

| 09, rs

00

0t 0t

08:30

0

0t

0

07:30

0

0

.0

00

0t 0t

0

0t

0

0t

0 o 0l o

I 18

I .83

NW 1ST COURT

15

59 0

48

0

59 48

I2

0

20

32

4

U

,ll

sell

0ll

;;ll

tl NW 1ST
NW ?TH STREET & NW 1ST COURT

MIAMI , F],ORIDA

COUNTED BY: MARISA CRUZ

NOT SIGNAIIZED

Traffj-c Survey Specialists, Inc.

624 Gardenia Terrace

nrlraw Rr^.h Fl^rida 33444

Phone (561) 272-3255

AI,L VEEICLES

Sit.e Code : 00140065

qtrrf nria. 61/1q/14

File I.D. : TSTR_1CT

Page : 3

NW 1ST COURT

From North

t-----

I rrom Easr

lNw 1sr couRT

I From South

lNw 7TH STREET

I rrom wesr

'10tat

DaEe 03/19/14 --------

Peak Hour Analysi-s By Entire IntersecEion for the Period: 16:00 Lo 18:00 on 03/19/I4

rtl

uTurn Left. Thru Right I UTurn Left. Thru Right. I LlTurn Lefr Thru Rj.ghr I UTurn LefE Thru Rj-ght.

Peak st.art. 16:30 | 1G:30

Pk total 53

Highest. 16:45

Volume 1 0 l-3

Hi total 15

PHF .83

16:30

2 32 l-01

lt 24+ 752

135

17:00

o L2 38

50

.68

vol-ume4038 11 | 0000

Percent 8t 0t 72t 2I+ | 0+ 0t 0t 0t

lo

| 07:30

21 0 0 0 0

i0

| .o

NW 1ST COURT

NW 7TH STREET

340 45

11

0

0t

0

0t

0

16:30

00

0* 0&

0

07:30

00

0

.0

0

0*

38 0

101

0

38 101

101

53

4

0

0

tl

oll

38ll

9tl

"ll

tl NW 1ST

101
NW 7TI{ STREET & NW 1ST COURT

MIAMI, FLORIDA

COUNTED BY: MARISA CRUZ

NOT SIGNAI,IZED

Traffic Survey Specialists, Inc.

524 Gardenia Terrace

Delray Beach, Flor.ida 33444

Phone (561) 272-3255

PEDESTRIANS

SiLe Code : 00140065

qtsrrf n:fF. na /1 q /1 4

File LD. : TSTR_1CT

Page : 1

ttl

Left. Thru Right Peds I Left Thru Right Peds I LefE. Thru Right Peds I LefE Thru Righr peds

Date 03/19/14 --------

NW 1ST COURT

From North

t-----

| !rom EasE

0

0

0

0

INW 1ST COURT

I Fr^m c^,rrh

I NW 7TH STREET

| !rom west

a otal

07:30

O7 t45

08:00

00024

0 0 0 31

00027

0

0

0

0

0

0

0

0

0

0

0

0

0004

000'7

000'7

0001-

0006

0005

29

44

39

08:15 0 0 0 15 | 0 0 0 1l 0 0 0 2l 18

Hr Total 0 0 9? | ol

0 0 0l

0 13 I 0 20 l

0

0

0

o

130

08:30

08:45

09:00

09:15

11 |

aa I

'tl

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o o ol

0 o 0l

0 0 0l

0 0 0 8i

0 o 0 4l

o o o 8l

0 0 0 0l

131 32

7 | 33

15 | 31

7 | 18

Hr Total c] | o o 0l 0 0 0 20 | 43 |

0

0

0

0l 0 0 0 2l

114

15:30

15:45

16:00

15:15

0

0

0

0

o 0 0l

0 0 0l

0 0 4l

0 0 9l

0 o o 0l

o o o ol

0 0 0 sl

o 0 o 0l

0 0 0 0l

0000

0

0

0

0

0

0

0

0

0

0

0

o

0

0

9

0 0 0 0l 1',I

Hr Total

16:30

0 0 13 | o 0 0l

0 o o 4l 0

0

0

0

0

0

0

0

0

0

0

0

ol

ol

ol

0l

15:45 0 0 0 8l

o 0 0l 0 0 0 4l

ol 0 0 7l

o o 0 6l

0 o 0 4l

0 0 o 7l

20

10

r2

!7

7

17:00

0

0

0

o

0 o 0l

o o ol

0 o o 10 | o o ol

17:15 0 0 0 3 |

Hr aotar u 0 0 2sl

l-7:30

77 :45

0

0

0

0

0

0

2l

2l

ol 0 0 0l 0 o 0 2rl

o o o 1l

o o o ?l

46

0 0 0 0l

0 0 0 ol

0 o o 0l

0 0 0 0l

Hr ToEal 4l 0 o 0l ol 0 o 4l

*TOTAL* 1qn I 0l ?? | 9s | 318
-'h

4A\ft

n

r 'l '

v\

t"\iawti trbriclc

Fto.vC\,\\q tLDfA

.ln'uron b g' . Lruris Palonrivr, o

vr uT6br'r^fir-eJ

Frb S*+ s$nS .
NW 5TH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: CARLOS PALOMINO

SIGNAIJI ZED

Traffic Survey Specialists, Inc

624 Gardenia Terrace

Dpl rav Rcr.h F'l ^ri.ia 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code : 00L40065

qf>rf nrtsF. O1 /1 I /1 L

File LD. : 6ST_2AV

Page : 1

NW 2ND AVENUE

From North

ulurn !ert

I

ThTr! Di ^hts | rrT!rtn

lNw 6TH STREET

I r'rom Eas E

lNw 2ND AVENUE

I from Soutn

I NW 6TH STREET

I t rom west

0

0

0

0

0

0

0

0

Left

tl

Thru Right I UTurn Left Thru Right. I tJ1furn Lefr Thru Righr '10tal

07:30

Q"l t 45

08:00

08:15

0

0

0

0

0

0

0

0

0

0

0

0

35

52

47

49

7

10

a5

2I

19 30 t-0

25 33 9

18398

0 11 27 0

U O 52 U

0L7320

19 35 I I 0 11 40 0 |

0

0

0

0

0

0

0

0l

139

r67

I76

183

Hr Total 183 tr I 81 1.37 35 | o 45 131 ol

ol

ol

ol

0l

0 665

08:30 0

08:45 0

09:00 0

0 49 131

0 ss L2l

0 64 9l

28 11 |

7l

t4 48

I 30

10 20

09:15 0 0 52 6 I 12 17

0 0 0 0 I 189

0 0 o 0l rer

0 o 0 0l 169

0 0 0 o | 147

0

0

0

0

26

!7

t2

15

0

0

0

o

38

41 13 |

35 9 |

Hr Total 0 0 220 401 70 143 40 | 44 115 0 0 0 0l 672

L5:30 0 0 0 0l 0

0

0

0

0

0

26

30

0

0

0

0

0

0

0

0

0

15:45 0 0 0 0000

0 14 1,4t 11

ol

8l

000

000

000

0

0

272

249

0027

16:15 0 0 22 12 | 0 12 9s 6l 0l 00

Hr Tot.al 0

16:30 0

l-5:45 0

17:00 0

o 49 201

o 24 101

o 30 10 |

o 22 161

0 26 236 L7l

0

0

0

0

18 r52 20 |

15 r23 16 |

2L r84 1s I

11 r49 20 |

0 34 51

0 32 79

0 39 82

rr7 0l

ol

0l

0l

0l 527

17:15 0 0 41 9 I 0 28 96 0 l

0

0

0

0

0

0

0

0

0

0

0

0

0 I 309

0 I 306

0l 379

ol1B4

Hr Total 0

17:30

77 245

0 0 2t 8l

0 0 23 8l

ol

24 88 0l

35 65 0l

0 I 1348

000267

0 rr7 451 66 608 7r I 0 133 308

0

0

8

5

0

0

100

93

1. I

4l 0 0 0 0t 233

Hilrotal 0 0 44 161 13 16 Lt 3 1 se 153 0l 0 0 0i 4e4

*TOTAL* 613 L74 ) 256 L317 L'79 1 337 824 ol ol 3700
NW 6TH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: CARLOS PALOMINO

SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardeni-a Terrace

nFl r^v Flp^dh F l ^r'i da 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code : 00140065

start Date: 03/19/L4

File I.D. : 6ST_2AV

Page : 2

NW 2ND AVENUE

From North

lNw 6TH STREET

| !rom Easr

I

lNw 2ND AVENUE

| lrom sourn

I

lN[,l 6TH STREET

l from west

I

UTurn Left Thru Rj-ght I UTurn Left Thru Right I UTurn Left Thru Ri.ght I UTurn Left Thru Right I Total

Dare 03/19l14 -----

Peak Hour Anal-ysis By Entire IntersecEion for t.he Period: 07:30 to 09:30 on 03/19/14

Peak st.art 08:00

volume0020061

Percent 0t 0t 77\ 23*

Pk total 26L

Highest 08:15

Volume00492I

Hi total 70

pHF .93

NW 2ND AVENUE

200 0

150

34

61 200 r84

'l zor

08:00

0 80 740 34

0t 319 55* 13t

254

08:00

018398

65

qc

08:00

0s01500

0* 25+ 75* 0t

200

08:30

0 14 48 0

62

.81

08:00

00

0t 0*

0

07:30

00

0

.0

00

0t 0t

61,

NW 6TH STREET

5U

L40 25L

61

L40

80

280

NW 2N.

50

AVENUE

150
NW 6TH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: CARLOS PALOMINO

S]GNAI,I ZED

Traffic Survey Specialist.s, Inc.

624 Gardenia Terrace

nFlr^\r RF^.h Fl^rida 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code : 00140065

ets-rt n:ta. ia /1 q /1 L

FilC I.D. : 5ST-2AV

Page : 3

tllfurn Left. Thru Right I UTurn Left Thru Right I UTurn Left Thru Right. I Ulurn LefL Thru Right I Total

DaUe 03/19/14

Peak Hour Analysis By EnCire IntersecLion for the Period: 16:00 to 18:00 on 03/f9/I4

NW 2ND AVENUE

From North

I Nw 6TH STREET

I lrom Easr

I

I t-6'30

rr7 451 0 66

72* 28t | 0r 9t

lNw 2ND AVENUE

I Fr^m c^rrtsh

I

I Nw 6TH STREET

I from wesr

I

Peak starE 16:30

Vol-ume 0 0

Percent 0t 0t

Pk toLal 162

Highest 17:15

Volume 0 0

Hl total 50

PHF .81

NW 5TH STREET

133 608 186

45

| 74s

| 17:00

41 9l O 21 184 15

| 22o

| .ss

NW 2ND AVENUE

LL'7

I re,:o

lo1333oBo

I ot 3ot zot ot

I aa1

I tz: ts

lo2896o

I r24

| .se

608 ',7L

82*' 10*

15:30

00

0* 03

0

0?:30

00

0

.0

00

0* 0*

45 0

308

7L

45 1,7'7 3'7 9

'l roz

65ll . 1331. 308

54r I

I

-l ALL VEHICLES t-- I

' -f1'!! v-EnJLL.!.trrD | 

-

| | 74s 508 lr rl ll tl

I 116 145 L .u

'rr_

o I rntersection Total | 

-

| 1,348 | o

ll

| ** 6TH 

624 'TREET

| ' 441 ------r608

66

n

n

n

II'7

0

r_83 133

NW 2ND AVENUE

308
NW 6TH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COIINTED BY: CARLOS PALOMINO

SIGNALIZED

Traffic Survey Specialist.s, Inc.

624 Gardenia Terrace

np] ra\/ PFAdh F l ^r'i da 33444

Phone (561) 272-3255

PEDESTRIANS

Site Code : 00140055

Start Dater 03/1,9/14

File I.D. : 6ST_2AV

Page : 1

tll

T,efF Thrrr Riohr Pcds I T.Fft Thrrr Rioht Pedq I T.FFt Thrrr Ridhf Pc.ic I T,efr Thrrr Piohr Peds

DaEe 03/I9/r4 -.

NW 2ND AVENUE

From North

I Nw GTH STREET

l t rom !;asE

INW 2ND AVENUE

I Fr^m q^,,Fh

I NW 6TH STREET

| !rom wesc

0

0

0

0

Total

07:30 0 0 0

Q7r45 0 0 0

08:00 0 0 0

0a:15 O 0 O

1

3

)

00

00

00

00

0001

0002

0000

000s

0003

0004

3

3

0

2l

l-0

11

6

o o o 3l oo0 7

34

L2

13

11

8

o 1s 4l 8l 7l I

6l

1l

1l

Hr Total 0

08:30 0

08:45 0

09:00 0

o o o 2l o 0 o 1l o o o 3 |

o o o 31 0 0 0 0l 0 0 0 el

o 0 0 9l o o 0 ol o o o 1l

0

0

0

0

0

0

09:15 0 0 0 0 | 0007 0 0 0 0l 0 0 0 1l

Hr'10caa u 8 0 0 0 21 I 0 0 1l 0 0 0 14 | 44

15:30 0 0 0 0

15:45 0 0 0 0

16:00 0 0 0 1

16:15 0 0 0 0 |

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o o ol

o 0 ol

o o 3l

0011

0 o 0 0l

0 0 0 0l

0004

0

0

14

1l 0006 R

Hr Total 0

16:30 0

16:45 0

17:00 0

o 0 1l

0

0

0

0

0

0

ol

1l

2l

17:15 0 0 0 1 I

7l o o 4l 0 0 0 10 22

0

0

0

0

0

0

0

0

0

0

0

0

4l

3l

3l

2l

0 0 0 11 0 o o 4l

0 0 0 11 0 o o 4l

0 0 0 0l 0 o o 2l

q

9

7

0 0 0 0l 0 0 0 3l 6

Hr'10tat u

17:30

17 :45

0

0

0 0 0 sl

0 0 0 2l

0

0

0

0

4l

'll

2l

12 1 0 0 2l 0 0 0 13 I 31

0 1l

o 4l

0 0 0 11 0 o I

0 0 o 1l o 0

Hilrotaf 3l 0 o 7l 2l 0 sl L7

*TOTAL* ^al 62 1 50 148
il.A\^

q+

*Jrd

+

+

ir,to

.l rl r- xrll 4l

? vll \i 

I

t\rctvwl tbr"rdaMarc\r,, lq,>o t4

.[r^-n b$, L"^ flr.ton

Sqr.rorU:,c)
NW 6TH STREET & NIII 1ST COURT

MIAMI, FLORIDA

COUNTED BY: RALPH ESPADA

NOT SIGNALIZED

Tr>fFin qrrrl,c\/ shF.i^1 ietse Tn.

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code : 00140055

start Dat.e: 03/19/14

Fi-le LD. :6STR_1CT

Page : 1

Dare 03/19l14

NW 1ST COURT

From North

07:30 0 0

07:45 0 0

INW 5TH STREET

I from EasE

0

0

0

0

lNw 1sr couRT

I From south

I

I

I

Thrrr Pi dhts I T^i2l

I

Lrrurn Left. Thru Right I tnurn

I

T,ef t Thrr) Ri ohr I IITurn

3

3

)

48

57

50

51

6l

6l

7l

8l

0

0

0

0

lNw GTH STREET

| !rom wesc

I

T,cfr Thrrr Ridhf I TTIurn Left

1

1

1

0

1 15

4 10

000

000

000

70

50

60

0

0

0

4 0l 0 000

81

86

85

80

08:00 0 0 3 16

08:15 1 0 0 14 |

Hr Total 1 0 I ssl 10 206

0 0 1 11 |

0 0 6 4l

0 0 o 12 I

1 0 7 91

0049

0 0 0l

0 0 0l

0 0 0l

o o ol

o 0 0l

27 1

el

22

3

2

6

7

ol

ol

ol

ol

0l

332

77

86

85

08:30

08:45

09:00

09:15

0 4 54 11 |

0 1 52 11 |

0 s 42 131

0

0

0

0

4

5

4

0

0

0

0

Hr'10Eal 1 0 74 36 | 0 l-0 L97 44 15 0l 0 0 0 18 | 33s

15:30

15:45

16:00

16:15

0

0

0

0

0

0

0

0

0

0

2

3

0

0

10

8

0

0

0

0

0

0

3

0

0

5

1

0

0

0

0

0

0

0

0

0000

0 2 148 9

0 3 101 I2l

0 ol o

o ol o

o 0 | 178

0 o I 111

ol

ol

01

0l

o 0 3 9l

o 2 8l

1?:00 0 0 1 3l

17:15 0 0 2 5 |

1e I 0 s 249 2!1

0

0

0

0

0

5

2

0

0

0

2

3

1

6

2

3

ol

ol

ol

ol

o 4 o ol

Hilrotat

15:30

16r45

183 2s I

r42 2! |

222 4e I

1s9 27 |

00

0

0

0

n

ol 232

ol 1zB

ol zB4

o I rqq

309

0

0

0

0

0

0

0

0

Hr Tot.al 0

17:30 0

0 8 25 1

0 0 3l

1,7t45 0 0 1 3 i

0

0

11 706 L22 | 0 10 11 ol

0 114 101

09681

o | 893

0 3 2 01 0 0 0l r32

0 3 3 0l 0000 114

Hr Total 0 0 r 5l 0 210 18 | ol 0 0 0l 246

*TOTALT 140 

I 35 1568 z5z I ol ol 271 5
NW 5TH STREET & NW 1ST COURT

MIAMI, FLORIDA

COUNTED BY: RALPH ESPADA

NOT SIGNALIZED

Traffic Survey Specialists, Inc.

524 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 2't2-3255

ALL VEHICLES

Site Code : 00140065

start Date: 03/79/74

File I.D. : 6STR_1CT

Page . 2

UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right I UTurn LefL Thru Right ToLaI

DaEe 03/L9/74 -- - - -

Peak Hour Analysis By Entire Intersection for the perj-od: 07:30 to 09:30 on B/f9/!4

Peak start. 08:30

N}I 1ST COURT

From North

INW 5TH STREET

I from East

I

I 251

I 08:45

9l o 4 s4

16e

I ol

lNw t-sr couRT

l !rom souEn

I

I NW 6TH STREET

I from west

I

I oB:30 | 08:30

volume 1 0 14 361 0 10 r97 441 o 1s 18

Percenr 2+ 0* 27* 71t | 0t 4* 78t 18t I ot 45t 55&

0

0+

i nq. no

11 I 0 4 5 0

I 1n

08:30

00

0g 0*

0

07:30

00

0

.0

00

0g 0g

Pk total 51

Highest 09:15

Volume 1 0 7

Hi total 1-7

PHF .'15

NW 6TH STREET

15

I97 248

36

| .82

NW 1ST COURT

L4 0

18

44

14 oz

51

t0

1

n

r97
NW 5TH STREET & NW 1ST COURT

MIAMI, FI,ORIDA

COIINTED BY: RALPH ESPADA

NOT SIGNALIZED

Traffic Survey Specialists, Inc.

524 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 272-3255

A],L VEHICLES

Site Code r 00140065

starE Date: 03/19/14

File I.D. : 6STR_1CT

Page : 3

NW 1ST COURT

From North

Peak start 16:30

vofume u 0

I NW 5TH STREET

| !rom EasE

I

lNrd 1sr couRT

I From SouEh

I

I Nw 6TH STREET

From WesL

UTurn Left Thru Right I UTurn Left. Thru Right. I U"rurn Lefr Thru RighE I UTurn Left. Thru Right Total

DaEe 03/L9/14 ---

Peak Hour Analysis By Ent'ire Intersection for the period: 16:OO t.o

15:30

0 11 706 L22

0t 1* 84t t-5t

839

17:00

0522249

276

.76

Percent 0t 0t 24* 76*

Pk total 33

Highest 16:30

Volume0039

Hi Eotal 12

PHF .69

NW 5TH STREET

10 706 74I

25

NW 1ST COURT

18:00 on o3/I9/I4

15:30

0 t0 11

0t 489 52*

27

16:30

426

I

.66

11

1,22

425

16:30

0

0*

0

07:30

0

0

.0

00

0* 0*

0

0t

0

0

0t

133

33 'I

. 10

t22

/uo

11

n

0

1l

8

0

t> 10

L66 [

I r22

I

-l . ALL fIIIJ VEHICLES VI1.hI.I\-LrJD

I r R?s 706 tl rt ll tl

| ,n1 83e L rt

'lto I rntersect.ion Toral | 

-

| 893 | o

tll

I rr GrH srREEr

40

NW ].ST COURT
NW 6TH STREET & NW 1ST COURT

MIAMI, FLORIDA

COUNTED BY: RALPH ESPADA

NOT SIGNALIZED

Treffi. SrrrrrFr/ qna.i 

^l i atsa Th.

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 272-3255

PEDESTRIANS

SiEe Code : 00140065

Start Date: 03/19/14

File I.D. : 6STR_1CT

Page : 1

NW 1ST COURT

From North

INW 6TH STREET lNw 1sr couRT

I r rom souE.n

I Nw 5TH STREET

From West.

ll

Lefr Thru Right peds I Left Thru Righr peds Left. Thru Right peds r.FFf Thflr Pidhf P.dc I T^trl

Dare 03/19l14 -----

07:30

O7 :45

08:00

Hilr'ota1

08:30

08:45

09:00

09: 15

0

0

o

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

9

5

26 |

1) | *-l

sl

21

el

5

q

zo I

7l

6l

'7 

1

L4|

0

0

0

0

0

0

0

0

0

0

)

1

0

0 6l

0 0 6l

0 0 0 1l

o o 3l

0

0

0

0

0

orl

!7

I2

L7

27

67

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o

05

0 1l

0 4l

30

13

I6

0 0 0 2l

Hill otat ,c I

-"1 34 1 0 o 0 12 I 0 12 |

15:30 0 0 0 0

15:45 0 0 0 0

16:00 0 0 0 0

16:15 0 0 0 4 I

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

r3

ol

ol

11 |

3l

0 0 0l

0 0 0l

o o ol

o 0 o ol

o o o ol

o 0 o 0l

0 0 0 0l 0 o 4l tl

Hr Total 0

L5:30

15:45

17:00

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

4l

3l

ol

ol

16 1 ol

ol

2l

1l

4l

0l

3l

ol

77

I

13

14 |

3l

L2 |

'7

Hr lotat

10 o

0 0 sl 3l 0 0 3

17:30 4l

sl 8l

2l

4l

3l

7l

0

0

0

0

0

0

0

7

Hr Total, 0

0

*TOTAL* 70 

| LZ 3 | 2s) ?? i 257
A

tt{n

+ t

-f*l tnt b>T"

+

Ar^,

^O,^t t" sT A

n0

1=
NW 5TH STREET & NW 1ST AVENUE

MIAMI , FIJORIDA

COTILITED BY: W. ASSAM & R. MARTINEZ

NOT SIGNALIZED

Traffic Survey Speciallsts, Inc

624 Gardenia Terrace

Delray Beach, Fl-orida 33444

Phone (561) 272-3255

AIJL VEHICLES

Site Code ; 00140065

Start Date: 03/20/L4

File I.D. : 6ST_1AVE

Page : 1

ttl

Th,rr Di^hF r6fF fht'" Di^LF I rrTurn Left Thru RiqhF I rrrfn r6Fts Thrrr pidhr JrrL ururrr ^rvrrL DaEe 03/2O/74 ------.-

NW 1ST AVENUE

From Nort.h

ulurn Lert

I Nw 6TH STREET

| !rom EasE.

0

0

0

0

0132

1 35 3

0344

lNw 1sT AVENUE

I Fr^m c^,,tsh

0

0

0

0

INW 6TH STREET

I rrom west

0

0

0

0

0

0

0

0

Total

07:00

07:15

07:30

Q7 :45

0

0

0

0

0

0

0

0

18

47

47

13

10

10

20

19

2a

39

59

6

3

I

10

ol

ol

ol

0l

7L

r27

742

211

0 0l

0 0l

0 0l

7sl L 4'1 1l 0 0l

Hr ToEal ol 553

o I r.el

o | lsl

o | 163

olrs7

s3 187 | 2 r29 101 L45 27 ol

ol

ol

ol

08:00 1

08:15 0

08:30 0

0 r"9 411

0 24 40 |

o 28 371

64 6l

f,o o I

0 39 19

034]-4

0 3s 11

0

0

0

0

2

7

8

7

0

0

0

0

0

0

0

0

0

0

0

0

43

08:45 0 0 31 31 |

rl

s0 1 | 0 2s L2 0l

Hr Tot.al 1

09:00

09: 15

09:30

09:45

1C I

1q I

13 |

oi

ol

ol

ol

0l

].23

IT2

123

122

0 102 149 l 24 273 14 l 0 r-33 s6 0l 6e2

oi

ol

ol

0l

0

0

0

0

0

0

0

0

I7

24

13

18

0

0

0

0

0

0

0

2

10

15

11

0

0

0

0

0

0

0

o

0

0

0

o

12 35

329

750

1l

ol

1l

7 54 2l

23

24

18

15

H|t otaa 72 73 1 80 52 0l

ol

ol

ol

2 21 20 0 |

ol

1l

1l

4l

ol 480

119

119

6d

10:00 0

10: 15 0

10:30 0

0 1s 6l

o 25 161

o 14 8l

02517

1 16 l-5

z lo al

0

0

0

0

7

0

3

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

49

4I

34

10:45 0 0 11 5 | 104

Hr ToEal 0

11:00 0

11:15 0

11:30 0

0 6s 3s I

o L0 10 |

0 7 11 I

0 r"6 14 1

5 80 55

0 19 14

11913

01813

L4

55

51

30

4A

6l

4l

4l

4l

2l

ol

ol

0i

ol

0l

ol

ol

ol

nl

430

rL4

108

96

11:45 0 0 19 f4 | 1ln

0

0

0

0

2

1

1

0

0

0

0

0

0

0

0

0

0

0

o 17 )9 0 | 0

Hr Total 0 0 s2 491

3 7r

14 

|

el

2 s9 6l

469 3l

z Jo 5 |

r7369

0

1

0 0 0 o 0l

184 ol

ol

ol

ol

ol

ol 448

138

].37

t43

L24

12:00

L2t].5

12:30

1-2:45

0

0

0

1

0

0

0

0

0

0

0

0

I

9

13

15

AI

1? |

1n I

-"1

ql

23

24

18

2T

25

19

18

0 0 0 0l

0 0 0 oi

o 0 0 0l

Hr ToEal

13:00

13:15

13:30

20 I7

199

74 20

45 40 | 11 25s 23 | 81 ol 0 0 0l s42

0

0

0

0

0

0

0

11

11

L4

L4

0

0

0

47

42

56

0

0

1

0

0

0

0

0

0

0

0

0

el

7l

16 I

3l

3l

3l

ol

ol

ol

ol

ol

ol

111

94

L26

3

t

Hr Total

7

50 4el

0

o ol ol 492
NW 5TH STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COUNTED BY: W. ASSAM & R. MARTINEZ

NOT SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardeni-a Terrace

T)Fl rev EFe.h F] ^ri da 33444

Phone (551") 272-3255

AIJIJ VEHICLES

Sit.e Code : 00140065

start Date: 03/20/14

File I.D. : 6ST_1AVE

Page : 2

0 0 10 11

1 0 10 6

10161s

14t45 0 0 9 l-9 |

I

Ulurn Left. Thru RighE I LtTurn

0

0

0

0

lNw 1sr AVENUE

I From souLh

1

5

3

7L4130l

I23I70

1 10 1s 0

018260

NW 1ST AVENUE

From North

lNw 6TH STREET

| !rom EasE.

lNw 5TH STREET

I rrom wesc

Left

ll

Thru Right I LEurn Left Thru Right I UTurn Left Thru Righr ToEal

DaEe 03/20/1"4 --- -

14:00

l4:15

14:30

3

2

3

3

69

58

48

39

135

108

130

103

0 o o 0l

o o o ol

0 0 0 0l

0000

Hr Total 2 0 4s s1 |

11

15:00

15:15

15:30

15:45

8l

el

16 1

2el

2r4

7T

51

88

65

14 |

sl

3l

6l

3l

ol

ol

ol

ol

154

116

L'77

3657].

0 30 28

1192r

r 29 19

0 o 0l

1

1

3

3

0

0

0

0

0

0

0

0

1

1

1

5

t-0

L4

T7

0 o 0 ol

0 o 0 0l

o o o ol

o 23 30 0 | 0 0 0 0 | 1?1

Hr'10Eaa .^ |

16:00 0 0 e sl

L7 l 2 LOI 98

1

0

1

0

19

12

15

22

0 3 101 s I

0 2 85 el

0 1 111 7 |

0 2 93 9l

275 ol

0

ol

01

0i

618

r7a

138

1,94

L77

0 0 ol

0

0

0

0

0

0

0

0

0

0l

0l

0l

15:15 0

16:30 0

o 7 5l

0 13 sl

35

18

4I

37

0

0

0

16:45 0 0 10 4 | 0

Hr'10Eaa u 0 39 19 I 08390301 68 131 ol

ol

oJ

0l

0

21,0

190

148

17:00

17:15

17:30

!7 :45

sl

el

6l

1S I

7l

41

5l

-lol

0

1

0

0

0

0

0

10

11

10

0

0

0

0

3 141

0 101

465

0]-232

01447

0114r

0 0 o 0l

0 0 o ol

o o o ol

o 72 28 0l 0 0 0 0 | 140

Hr Tot.al

18:00

40 ?c I

4l

2l

sl

9 379 231 o 49 148 ol 0 o 0l 688

0012

t8:15 1 0 5

18:30 1 0 9

o 7 21 0l

L 7 14 0l

0 6 8 0l

o 2 L2 ol

0 0 0 0l :.26

0 0 0 0 111

0 0 0 0 I 108

0 0 0 0l 72

0

0

0

0

0

2

0

1

7T

76 6l

75 4l

8l

18:45 0 0 7 r I 45 4l

Hr Total 2 0 33 L2 | 267 22 | | 22 s5 0l 0 0 0l 4r7

19:00

19:30

19:45

1

0

0

0

0

0

0

0

7

6

1

0

1

1

0

5

5

1

1

0

0

0

0

0

0

0

0

)l

0l

o243

0049

0352

1l

2l

6l

0 1 20 Ll

0 0 68

o 0l 73

0 o I s1

0 0 1 'll

10

4

t0

7

0i

ol

ol

0l

Hr Tota1

20:00

20: 15

20:30

20:45

ql 05164 r0 |

I2 31 ol

ol

ol

ol

0l

38

58

47

51

0 ol 2s3

o 0 ol

0 o 0 ol

0 0 0 0l

0 0 0 0l

0

0

0

0

0

0

0

0

o4

I7

3 4l

3 1l

6 4l

0 1 23 3l

0 0 47 sl

0 o 26 3l

0 1 28 2l

0

0

0

I 3l 0

Hr Tot.al 13 r2l o 2 118 13 | 729 0 0 o 0l t94
NW 5TH STREET & NW ]-ST AVENUE

MIAMI, FLORIDA

COUMTED BY: W. ASSAM & R. MARTINEZ

NOT SIGNALIZED

Traffic Survey Specialists, Inc

624 Gardeni-a Terrace

Delray Beach, Florida 33444

Phone (561) 2'72-3255

AIL VEHICLES

site code : 00140065

start Date: 03/20/14

File r.D. : 6ST_1AVE

Page : 3

NW 1ST AVENUE

From North

I NW 5TH STREET

I !rom Hast

lNl.l 1sr AVENUE

I Fr^m a^,1Fh

I

INW 6TH STREET

I !rom wesc

I

uTurn Left Thru Rj.ght i UTurn Left Thru Right I UTurn LefE Thru Right I uTurn Left rhru Righr. r Total

DaLe 03/20/14 -----

*TOTAL* 20 0 673 7821 0 149 3L32 2r2l 22 997 983 O] O O O 0l egzo
NW 5TH STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COUNTED BY: W. ASSAM & R. MARTINEZ

NOT SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code : 00140065

sLart Date: 03/20/74

File I.D. : 6ST_1AVE

Page : 1

lr\w orn rrKEEr

I From West

ll,l

Lrrurn LefL Thru Right I UTurn Left Thru Right I LrTurn Lefr Thru Right UTurn Left Thru Right I Tora]

Date 03/20/L4 '

peak Hour Analysis By Entire Interseclion for the Period: O?:30 to 09:30 on 03/20/!4

NW 1ST AVENUE

From NorEh

lNw GTH STREET

| trr^m Frats

I ot '+s

lNw 1sT AVENUE

I rrom souEn

Peak start 07:45

voaume r

Percent. 0t

Pk total 2a5

Highest 07 t45

volume 0

Ha totaf v5

PHF .75

NW 6TH STREET

r6'7 2L0 570

193

I 07:45

NW 1ST AVENUE

O7 :45

0000

0r 0s 0g 0c

0

07:00

0000

0

.0

0 91 1931 0 18 27O 141 O 767 54 O

0t 32* 58S | 0t 7+ 87* 5r | 0r 762 24+ OC

| 242 | 22r

I Oe:oo ) Ot'+s

0 20 7sl 0 2 64 6l o s9 10 0

I72l6e

I .84 | .80

193 97 0

tr.A

1,4

193 9I

't 265

. 167

---: 

-:

AVENUE

68

2r0

18

1

0

0

,,ll

el ll 0tl ------tl

loell

tl NW ]-ST

221, -.--------------l

54

54
NW 5TH STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COIINTED BY: W. ASSAM & R. MARTINEZ

NOT SIGNALIZED

Traffic Survey Specialist.s, Inc

524 Gardenia Terrace

f)clrew RFA.h Fl^ri/ia 33444

Phone (561) 272-3255

ALL VEHICLES

siEe code : 00140065

start Date: 03/20/14

File I.D. : 6ST_1AVE

Page : 1

I NW 6TH STREET

I r rom west

I

uTurn LefL Thru Right I uTurn Left Thru Right I uTurn Left Thru Right I uTurn Left Thru Right Total

Date 03/20/L4 .-

Peak Hour Analysis By Entlre Int.ersection for lhe Perj-od: 15:OO to 18:00 on 03/2O/14

NW 1ST AVENUE

From Nort.h

I NW 5TH STREET

| !rom Easc

I

INW l"ST AVENUE

| !rom soucn

Peak start L6:30

Volume 4

| 16:30

lo6

l0r1*

1 479

| 12: oo

16;30

00

0* 0*

0

07:00

00

0

.0

o4423

0t 62+ 32+

00

Percent 6t 0t 0t

Pk tot.al 7I

Highest 17:15

Volume 4

Hi total 24

PHF .74

9 | o 3 141

| 1s1

) .79

| 1G,30

446 271 1 63 Ls7 O

93t 6* I 0& 292 772 0t

| 22!

| 12: 15

11 0 14 47 O

6T

I Ol 1 ''-

NW ]-ST AVENUE

44 0

r57

zt

a1 |

IL

.64

r84

22I ,------t

L5'7

44

NW 6TH STREET

64

446 533

23

446

4

0

0

5

44

0

50

NW 1S

64

AVENUE

L5'7
NW 5TH STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COUNTED BY: W. ASSAtvl & R. MARTINEZ

NOT SIGNALIZED

Traffic Survey Specialist.s, Inc.

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 272-3255

ALL VEHICIJES

Sit.e Code : 00140065

start Date: 03/20/L4

Fi-Le I.D. : 6ST_1AVE

Page : 4

NW 1ST AVENUE

From North

I NW 6TH STREET

| lrom East

lNw 1sT AVENUE

| !rom soutn

I Nw 5TH STREET

I From west. 

I

lttl

Ulrurn Left Thru Right I uTurn Left Thru RighE. I uTurn Left. Thru RighE I uTurn Left Thru Right Total

DaLe 03/20/L4 -.

Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 21r00 on 03/20/L4

Peak start 16:30 | 16:30

volume 4 0 44 nl O 6

Percent 6* 0& 62+ 32t | 0t 1S

Pk roral 7I | 479

Highest I'7 t!5 | 12: OO

Vol-ume4011 91 03

Hi roral 24 | 1st

PHF .74 | .79

NW 6TH STREET

64

446 533

23

446 27

93t 6t

16:30

1 53

0t 294

227

l-7:15

0 14

.91

!57 0

7L+ 0t

47

16:30

0000

0* 0* 0s 0?

0

07:00

0000

0

.0

NW lST AVENUE

44 0

157

2'7

44 L84

a1 ' I

IL

'64

22L 

, 

------t

r5'7

446

4

n

U

6

44

n

50 64

NW 1ST AVENUE

]-57
NW 5TH STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COII}IIED BY: W. ASSAM & R. MARTINEZ

NOT SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

nFlrav Rc^.h Fl^rida 33444

Phone (561) 272-3255

PEDESTRIANS

Site Code : 00140065

start Dat.e: 03/20/14

File I.D. : 6ST_I-AVE

Page

lNw rsr AVENUE

I Fr^m q^rrtsh

I

LefE Thru Rioht pFds I T,Fff Thru Rioht- Peds I T.eff Thrrr Pidhf Peds I T,Ffi Thrrr pidhf Dpdc I T^rr'l

^9gg|fEuo|!Lug|

Dare 03/20/14 -----

NW 1ST AVENUE

From North

0

0

0

0

0

0

0

0

lNw GTH STREET

I Fr^m F.at

I

lNw GTH STREET

I !rom west

I

0?:00

07: l-5

07:30

O7 t45

ol

7l

el

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

18

T7

15

14

001

003

003

0 0 5t

0 16 |

0 7l

0 2l

o2

1

0

1

2

Hr'10taf .i I

1l

2l

3l

0 0 t2 l

0

0

0

0

0

0

0

0

al

2l

4l

4l

4l

3l

ol

1l

2l

0 27 1

0 0 0 31

0 0 0 sl

0 0 0 8l

o 0 0 P1

64

9

9

08100 0 0

08:15 0 0

08:30 0 0

0

0

0

08:45 0 0 0 1 |

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0 15

49

11

7

13

13

L2 l

0 4l 0 0 0 0l

6l 0 0 o 24 1

sl

3l

sl

5l

0

0

0

0

0

0

0

0

0

0

0

0

0 21 0 0 0 o l

0 2 | 0 o o 0l

o 1l o o o 3l

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

7l

4l

2l

4l

3l

Hr TotaL 0

09:00

09: 15

09:30

Q9:45

Hr |ota] t1 |

0 0l

0 3l

10:30 0 0 0 1l

10:45 0 0 0 1 |

0 el 0 o 3l

0 sl 0 0 0 4t

10 I

-z I

4l

3l

3l

3l

6

5

12

10:00 0 0

10:15 0 0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o 2 | o o o o I

o 2 | o o o 1l

o 1l o o o ol

HrTotal 0 0 0 ll 0 1ol 0 0 5l

0

0

0

0

1l

3l

1l

3l

0

0

0

0 o0rl

11:00

11:15

11:30

11:45

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o

0

0

0

0

0

0

0

0

0 0 0l

o o 2l

o 0 0l

o 0 sl

0 o 0l

o 0 2l

1?

4l

4l

2l

?l

33

10

9

5

0 0 0l 7

HLIOtat

12:00

L2:L5

L2t30

72r45

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0 o 7l

0

0

0

0

0

0

0

0

2l

1l

0l

1l

8l o o 3l

1l

3l

a1

0l

0

0

0

0 o o 0l

o 0 3l

o 0 1l

0 0 1l

13 |

4l

6l

3l

6l

31

10

11

6

1

Hilr'otal

13:00 0 0 0

L3:15 0 0 0

13:30 0 0 0

4l

3l

3l

1l

0

0

0

13:45 0 0 0 0 | 0 0 0 1l

6l o o sl

0

0

0

0

0

0

0

0

0

0

0

0

ol

ol

3l

1l

10

0 0 0 1l

0 o 0 12 |

0 0 0 14 |

0009

0 o 4l

0 0 1l

0 0 1i

34

8

19

t0

Hr Tot,al 0 7l 0 0 7l 4l 0 o 0 3s I 53
NW 6T1{ STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COUNTED BY: W. ASSAM & R. MARTINEZ

NOT SIGNALIZED

Traffic Survey Specialist.s, Inc.

524 Gardenia Terrace

DeLray Beach, Fl-orida 33444

Phone (561-) 272-3255

PEDESTRIANS

Site Code : 00140065

SEart Date: 03/2o/14

File I.D. : 6ST_1AVE

Page

ttl

Left Thru Right. Peds I Left Thru Right Peds I Left Thru Right Peds I LefE Thru Righr peds

NW 1ST AVENUE

From Nort.h

0

0

0

0

0

0

0

0

I Nw 6TH STREET

l from Easc

0 1l 0 0 0 4l

INW 1ST AVENUE

I Fr^m C^rtFh

0

0

0

0

0

0

0

0

INW 5TH STREET

l from west

0

0

0

0

0

0

0

0

ToLal

14:00

I4:15

14:30

14: 45

04

05

04

0004

0007

0008

0

0

0

0

0

0

0

0

4l

2l

4l

ol

1

6

T4

17

13

20

30

Hr Total o 14 1

1l

2l

ol

0 23 |

15:00 0 0

15:15 0 0

15:30 0 0

0

0

0

15:45 0 0 O 2 | 0 0 0 2l

o 0 0 2l

o o 0 1l

o 0 o 5l

0

0

0

0

0

0

0

o

0

0

0

0

0

0

0

0

10 1

1l

1l

t1 |

2l

?A I

4l

8l

14 |

44 1

85

I

31

qo

00

00

00

00

Hr Tot.al 0

16:00

16:15

15:30

16:45

0

0

0

0

0 0 0 11 |

0 0 0 2l

00

00

00

00

sl

1l

1l

1l

3l

0 0 0 4l

o o 0 2l

0 0 0 2l

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

a5 I

1l

ol

2l

2l

?0 |

Lz I

4l

3l

9l

101

18

7

I

rl 28

10 |

rd I

-vl

8l

17 l

49

1)

23

I2

0

0

0

o

0

0

0

0

0

0

0

0

o 0 0 11 0 o o 1l

o o 0 2 | o o o o I

0 0 0 2 | 0 0 o 1l

ol

1l

1l

3l

0

0

0

0

0

0

0

0

0

0

0

0

6l 0 o 0 10 |

0 0 0 4l 0 0 0 1l

Hr'10tal

17:00

17; l-5

17:30

77 :45

Hr Total sl

ol

ol

18:45 0 0 0 3 |

18:00 0 0 0

18:15 0 0 0

18:30 0 0 0

0 o el o 0 3l

0

0

0

0

0

0

0

0

1l

ol

2l

2l

0

0

0

0

5l

oi

2l

ol 0 0 0 4l

72

74

3

18

g

0

0

0

0

0008

0 0 0 3l

0 0 0 el

00

00

00

00

Hr Total 0

19:00 0

19:15 0

19:30 0

8l

ol

2l

1l

sl

1l

1l

ol

1l

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

1

7

2

3

3

13

A

7l 0 0 0 24 I

0

0

0

0

0

0

19:45 0 0 0 0 I

o o 1i

o o 3l

o o 1l

o o 0l

Hr 'totaa u 3l

?l

3l

cl

201450q011

20:00 0 0 0

20:15 0 0 0

20230 0 0 0

3l o 0 sl

0

0

0

0

0

0

0

0

0

0

0

0

ol

ol

1l

1l

13 |

o 0 0 ?l

0

0

0

0

0

0

0

0

0 0l

0 1l

0 1l

0 0 0 1l

0 0 0 1l

0 0 0 1i

5

I

0 rl 6

Hr ToLal 0 0 o L2 l 0 3l 2l 0 0 6l 23
NW 5TH STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COUNTED BY: W. ASSAM & R. MARTINEZ

NOT SIGNALIZED

Trafflc Survey Speciallsts, Inc

524 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 2'12-3255

PEDESTRIANS

Site Code : 00140065

start Date: 03/20/L4

File LD. : 6ST_1AVE

Page : 3

NW 1ST AVENUE

From North

I Nw 6TH STREET

l !rom East

INW 1sr AVENUE

I r.rom soutn

I Nw 6TH STREET

I r.rom wesr

ltl

T.Ffts Thrrl Pinhf pade rcue I T,Ffr Thnr Ridhts Dpdq I T.afF Th., pidhf oade I T.aFF rh,!r pi^hF Dad. | ^fYrru rLus | -_*s

Date o3/2o/r4 ------

Total

*TOTAL* 0 0 0 1171 0 0 0 r28l o o o 77 I o o o 3841 706
f f

+

- 

- 

-,r +

I

.'l't

Mtar,n,i ,Flortdcr-

$c,-rch \o,lo Vt

Jfo-n bca'. L,r,t [, P*lorvr,irro

ntrsbno,\t)eJ
NW 5TH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: LUIS PALOMINO

SIGNALIZED

Traffic Survey Specialist.s, Inc.

624 Gardenia Terrace

npl rav Plca-h Fl ^ri.ia 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code : 00140065

start Date | 03/20/14

File I.D. : 5ST_2AV

Page r 1

NW 2ND AVENUE

From Nort,h

iNW sTH STREET

I from Easc

I

INW 2ND AVENUE

I Fr^il Q^trfh

I

I NW sTH STREET

I From WesE

I

UTurn Left. Thru Rlght I UTurn Left Thru Right. I UTurn Left Thru Right I UTurn Lefr Thru Right I Total

DaLe 03/2O/r4 - -

07:30

Q7 :45

08:00

08:15

40 I

41 l

41 l

37 1

386

484

479

0 4 38 0

0 3 63 0

o 7 55 0

0 13 54 0 I 0 0 0 0l

0000

0000

0000

0

0

0

0

0

0

0

o

39

41

43

4A

o720850

0626860

0 8 2AA 3"t

09229111 4)1

Hr Tota1

08:30

08:45

09:00

0 27 2rO

0562

0 13 73

01461

425

46r

440

38 | 437

oi

ol

ol

ol

09:15 0 14 45 0 |

0 0 ol

0

0

0

0 0 0l

0 0 49 31 |

0 0 43 321

0 o 60 31 |

1 0 s1 3s I

[tL 161 | 0 30 993 180 | 1772

0

0

0

0

0 0l

0 0l

0 0l

0

0

0

0

7

5

5

2

24L

255

245

2n I

-"1

40 1

40 l

Hr Total 0 46 241 0i 00 1 0 203 r29 19 97O 148 | !7s7

15:30

15:45

16:00

16:15

0

0

0

0

0

0

4

0

0

35

27

0

0

0

0

0

0

0

0

0

0

0

0

0

0

L4

L1

0

0

0

0l

0 0l

0 0l

0 0l

0000

0 0 74 27

0 0l 0 0 85 201

0

0

r2

0

0

57

81

0

0

223

Hr Tot.al

16:30

16245

17:00

17:15

8

1

1

7

t0

62

33

33

51

39

ol

ol

ol

ol

0l

L1,2

110

118

L32

16

7

L2

r38

76

90

83

2sl

1R I

2rl

18 |

lt I

455

274

287

316

0 0l 0 0 1s9 47 |

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o

o o 0l

0 o ol

o o ol

)a I

zv ^^l

I

lc I

0 0 0l 27 1

Hr Total

1?:30

17:45 O 7 27 O I

032r 0

0

472 109 |

0 0 93 331

o o Ao )2 |

19 1s6 o 0 ol

0

o

0

0

ol

ol

26 342

93

81 16 |

68 | rLe2

ol 14 | 263

ol

0

0 5

Hr Total 0 10 48 ol 0l 0 0 r73 ssl 11 174 30 I 501

*TOTAL* 110 7r7 ol ol 1laq qol I L02 2617 451 56',1'1
NW 5TH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: LUIS PALOMINO

SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code : 00L40065

qF:rt nafa. oa /2o /1 4

Fj.le r.D. : 5ST_2AV

Page : 2

NW 2ND AVENUE

From North

lNw sTH STREET

I trom East

I

lNw 2ND AVENUE

I Fr^n c^t,Fh

I

i Nw 5TH STREET

I rrom wesr

I

Ljlfurn Left Thru RighE I UTurn Left. Thru Right I UTurn Left Thru Righr. I UTurn Lefr Thru Right. I Total

DaLe 03/20/ L4 - - - - - - - - - - -

Peak Hour Analysis By Entire Intersection for the Period: 07:30 t.o 09:30 on 03/20/14

Peak st.arE. 07:45 | 0?:45

Vo1.ume028234000

Percent 0t 119 89t 0* I 0t 0t

Pk Eotal 262

Highest 08:15

Volume 0 13 54

Hi toral 67

PHF .98

Q7 t45

0l 0 0 181 r52

0* | 0* ot s4t 45t

| 333

I oe, rs

ol o o 4a 37

| 8s

07 :45

0 30 1,026 160

0t 2+ 84t 13t

t2L6

07 t45

0626860

334

.91

0

0$

lo

I 07:30

ol o o

lo

| .o | .e8

NW 2ND AVENUE

234 2B 30

18l_

234 zd

I

0

234

160

.0

2II

NW 5TH STREET

0

0

0

473 

t

vEHICLES 

[- |

ri

L,206 

L

181 L52

30

ALL

L ,2L6

Int.ersecti-on Total

1, 811

727

. 7,026

1 ,2I6

30

r,026 zo

L,026

L52

160

L,206

160 NW 5TH STREET

394

NW 2N

0

AVENUE

18l- L52
NW 5TH STREET & NW 2ND AVENUE

MIAMI , F],ORIDA

COUNTED BY: LUIS PALOMINO

SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

ncl r^v RFe.h Fl ^r'i da 33444

Phone (56L) 272-3255

ALL VEHICLES

Site Code : 00140065

st,art, Dabe: 03/20/14

File I.D. : 5ST_2AV

Page : 3

INW srH STREET

I From West

UTurn Left Thru Right I UTurn Left Thru RighE I UTurn Left Thru Right I UTurn Left Thru Righr I Toral

DaEe 03/20/14 -----

Peak Hour Analysis By Ent.ire Intersection for the Period: 16:00 to 18:00 on 03/2O/74

Peak start 16:30

NW 2ND AVENUE

From North

lNw 5TH STREET

| !rom Easc

I

INW 2ND AVENUE

| 16:30

volume 0 L9 156 0l 0 0 0

Percent. 0t 11* 89t 0t | 0t Ot Ot

lo

I 0?:30

0i 0 0 0

lo

| .o

| 16:30

ol o o 4'12 109

0t | 0r 0r 81* 19r

I s81

| 17:15

00013227

| .e1

16;30

026

0* 6*

436

16:45

0t2

].23

.89

342 68

78* 15t

PK LOT A I 15

Hj-ghest 17:00

Volume 0 7 51

Hl tofal 5a

PHF .75

NW 5TH STREET

342

5+Z

NW 2ND AVENUE

. 1s6

90

I9 26

472

0

155

'l L t5

0

156

68

.0

498

qa1 ,I

. 472

19

0

0

0

26

zo

19

342

109

68

5B

10

224

=673 

[

-l 

ALL vEHrcLEs r-l tl0 tr rl

| +se 410 L

I

'lt436 | r.rtersection Total | 

-

| | L,re2 | 470 trl

I

I NW 5TH STREET

B0s

NW 2ND AVENUE

472
NlI sTH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: LUIS PALOMINO

SIGNALIZED

Tr:ffin qrrrlrav qna^i^1iaia Tn.

624 Gardenia Terrace

np l raw RFA.h Fl 6ri.ia 33444

Phone (561) 272-3255

PEDESTRIANS

Site Code : 00140065

qt:rt n:ta. na/2O114

FiIe I.D. r 5ST_2AV

Page : 1

I Nw srH STREET

l !,rom west

I

Left Thru Right Peds I Left Thru Right Peds I Left Thru RighE Peds I Left. Thru Right Peds ToEal

DaEe 03/20/14 -----

NW 2ND AVENUE

From North

I Nw srH srREEr

l ! rom EasE.

I

lNw 2ND AVENUE

I From souEh

I

07:30

07 :45

0 0 0 2 | 0

0 0 0 2 | o

o o 6l

o o 2l

0 0 0 5l

0 0 0 1l

0

0

0

0

0

0

0

0

0

0

0

0

1

b

8

0

0

0

o

0

0

0

o

0

0

0

0

2

3

11

13

08:00 0 0 0 sl 18

08:15 0 0 0 3 |

Hr Total 0 0 0 L2 l 0 0 0 14 |

08:30 0 0 0 3l 0

0

0

0

0

0

0

0

0

0

0

0

3l

3l

7l

8l

08 :45 0

09:00 0

0 0 3l

o o 3l

09:15 0 0 0 5 I

1q I

0 0 0 4l

0 0 0 10

0 0 0 8J

0 0 0 6l

aa I

0 0 0 1s I

o o 0 3l

o o 0 8l

0 0 0 6l

13

24

24

35

Hr Total 0 0 0 1s I o o 0 28 | 0 0 0 32 J 96

-- * BREAK * -

ol

ol

8l

7l

15:30

15:45

16:00

16:15

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

34

18

0

0

7

6l 0 0 0 2l

0 0 0 0l

0 0 o 0l

0 0 0 6l

ol

ol

1? |

3l

Hr ToEal 15 |

0 0l

l-6:30 0

15:45 0

17:00 0

l7:).5 0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o

0 0 0 2l

0 0 0 3l

0 0 o 6l

0 8l

0 1l

0 4l

13 |

sl

6l

4l

1l

o o 8l

0

0

0

o

0

0

0

0

^l 3l

4l

1l

16 |

0 0 0 )l

52

I9

18

4

Hr ToEal 0 0 13 I

17:30 0 0 0

17:45 0 0 0 1 |

2l 0

0

o o 0 2l

000r1

L2 I 0 0 0 13 |

2l

1l

0

0

0

0

0

0

0

0

0

o

54

11

16 1

5l

ol

HrTotal 0 0 0 3l sl o o 3l 3l L4

*TOTAL'

"- l 70 1 86 I 283
'{A

Z)

p

v

\ d.t

5r>

Mtcnr't ftg(idaMo.rchzo >ot 4

A,'n-^ bJ'. [r..-d P"t"rui no

t,{,'*l-*l
NW sTH STREET & NW 1ST COURT

MIAMI, FLORIDA

COUNTED BY: MARISA CRUZ

NOT SIGNALIZED

Traffic Survey Specj-a.lists, Inc

624 Gardenia Terrace

nplrew FFAch Flnrida 33444

Phone (551) 272-3255

ALL VEHICIJES

Site Code : 00140065

start Date: 03/20/14

FiIC I.D. : 5STR_1CT

Page : 1

NW 1ST COURT

From North

t'''--

| !rom SouLn

I

INW 5TH srREE?

| !rom wesc

I

lNw 5TH STREET

I

0

0

0

0l 0 0 0 0l

UTurn Left Thru Rj.ght I UTurn LefE. Thru Right I UTurn Left Thru Right I Lnurn Lefr Thru Righr I ToEal

Date 03/2O/r4 -----

07:30

0'1 t 45

08:00

08:15

0000

0000

0000

04

06

03

13

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

I 242

11 307

6 323

5 27L

0

0

0l

0l

254

324

332

2AO

Hr Total- 1 16 0l

0l

ol

ol

08:30 J, 4 0

08:45 7 2 0

09:00 2 2 0

09:15 0 5 0 0 |

0 0 ol

0

0

0

0

0

0

0

0

ol

0l

0i

0l

08269

04288

04260

ol 30 rr43 ol

ol

0l

0l

0 0 0 0l 0 3 283 0l

119 0

282

295

268

29r

0

0

0

0

0 0 0 0l

0 0 o 0i

0 0 0 0l

Hr Total 4 13 ol ol 0 o ol 0 19 1100 0 | 1136

-. * BREAK

15:30

15:45

16:00

16: 15

0

0

0

0

0000

0000

0000

000

000

400

0

0

0

0

0

0

0

0

0

0

0

o

ol

ol

oi

0l

0l

0l

0l

0

0

95

115

000

0 10 81

s 0 0l 0 0 0 0l 0 11 gg o

Hr Total e o ol 0 o oi

)

b

3 0 0l

0

0

0

0

0

0

0

0

0

0

0

0

ol

ol

ol

0l

ol 0 21 180

104

110

L20

0

0l

oj

ol

nl

270

113

116

133

I2e

16:30 0

16:45 0

17:00 0

17:15 0

0 0l

0 0l

0 0l

0 o 0 0l

0 o 0 ol

o o o ol

0

0

0

0

5

7

o o 0 ol 6 t29

Hr Total 0 I5 0 0l

0 2 0 0l 0

0 1 0 0l 0

0

0

0

0

ol

ol

0l 0 0 0 0l

0 0 0l

0 0 0l

22 463

131

1 n4

ol

0l

500

135

1na

l7:30

L7 :45

0

0

3

Hr Total 3 0 0l ol 0 o 0l 235 0l 244

*TOTAL* ol ol ol 98 3L2t 0l 3280
NW 5TH STREET & NW 1ST COURT

MIAMI, FLORIDA

COUNTED BY: MARISA CRUZ

NOT SIGNALIZED

Traffic Survey Specialists, Inc

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (551) 272-32ss

ALL VEHICLES

Site Code : 00L40065

st.arE Dat.e: 03/20/14

Fi-le I.D. : 5STR_1CT

Page : 2

NW LST COURT

From North

INW sTH STREET

i Fr^m F>ct

l-----

I !rom soucn

I Nri sTH STREET

From West

tl

uTurn LefE Thru Rlghr I UTurn Left Thru Right. l

lllurn Left. Thru RiqhE I tnurn Left. Thru Riqht I Tota1

Date 03/2O/14 ------

Peak Hour Analysis By Entire Intersection for t.he Period: 07:30 to 09:30 on 03/2O/'l-4

Peak start 0?:45

Volume 2 16 0

Percent 11t 89t 0t

Pk Eotal 18

Highest 0'7 :45

I 07:45

0i 0

orl 0r

lo

I 07:30

000

0s 0t 0t

Q7 r45

00

0b 0*

0

07:30

00

0

.0

I 07:45

0 I o 30

0*l 0r 2\

I 1200

I oa: oo

ol o 6

| 32e

| .e1

I

11?0 0 |

e8r 0r I

I

I

323 ol

I

0

0t

Volume 0 6 0 0l 0 0 0 0

Hi toEal 6

PHF .75

lo

| .o

NW lST COURT

18 30

0

18

18

30

0

0

0

L,200

Intersection Total

L ,2Lg

0

48t

VEHTCLES 

|-- 

|

l0lr

1,18t 

L

NW 5TH STREET

30

r,17o

1

30

L,L70 ,200 18

1 1qA r,170

NW 5TH STREET

.0

o 

0 ----_____r

0

0
NW 5TH STREET & NW 1ST COI'RT

MIAMI, FLORIDA

COUNTED BY: MARISA CRUZ

NOT SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

De1ray Beach, Florj-da 33444

Phone (551) 2'72-3255

ALL VEHICLES

Sibe Code : 00140065

Start Date: 03/20/14

File I.D. ; 5STR_1CT

Page : 3

NW 1ST COURT

From North

I Nw 5TH STREET

l !rom Easr

I

t-----

I I.rom Soutn

I

I Nw 5TH STREET

| !rom west

I

Total

DaLe 03/20/14 - - - - - - - - - - -

Peak Hour Analysis By Entire fntersect.ion for Ehe Period: 16:00 Eo 18:00 on O3/2O/14

Peak sLart 15:45

Vol.ume 0 13 0

Percent 0t 100? 0*

PK totat 1l

Highest 17:00

Volume 0 6 0

Hi- t.otal 6

PHF .54

NW 1ST COURT

13

13

NW 5TH STREET

490

490

tllfurn Left. Thru Right I UTurn Left. Thru Right I UTurn Left. Thru Right. I UTurn Left Thru Right

| 15:45

0l 0 0 0 0

0*l 03 0r 0* 0*

lo

| 07:30

ol 0 o o 0

lo

| .0

0000

0t 0* 0t 0&

0

07:30

0000

0

.0

16:45

o20

0t 4t

510

17: 15

06

135

.94

490 0

96* 0t

129

13 zv

0

0

zv

0

0

0

20

20

13

490

0 '0

0

0

33 

t

-l 

ALL vEHTcLES [- |

tlo tr ll

| :t. 503 

L

'lrr-r- 510 | Intersect.ion Tota1 

|

t 523 1 s03 ttl l-I NW 5TH STREET 0 

-____________
NW 5TH STREET & NW 1ST COURT

MIAMI, FLORIDA

COUNTED BY: MARISA CRUZ

NOT SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 272-3255

PEDESTRIANS

Site Code : 00140055

sEarE DaCe: 03/20/14

Fi.le LD. : 5STR_1CT

Page : 1

NW 1ST COURT

From North

lNw srH STREET

I Fr^m Fr6ts

I

t-----

I From South

I

lNw sTH STREET

I From West

I

Left Thru Di^hF Da^6 | r6rF Thru Right. peds I Left Thru Right. peds I Left. Thru Right peds I Tot.al

n.tA O1 laOl14 --------

0?:30 0 0 O 4

07:45 0 0 O 2

08:00 0 0 0 4

ol

ol

ol

0l

ol

1l

ol

0l

0 0 0 4t

00049

0 0 0 43

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

45

52

4'7

08:15 0 0 0 3 | 0 0 0 28 | 31

Hr ToEal 0 0

08:30 0 0

08:45 0 0 0

09:00 0 0 0

0 0 0 161 

| ol rl

0 01 0 0 0 2l

0 13 |

0 2l

ol

1l

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o

0

0

0

o

14 |

16 |

15 |

o 0l 0 0 0 1l

0 0l 0 0 o 1l

o ol o o o ol

L75

I7

22

L7

09:15 0 0 0 5 | 2)

Hr Tot.al 0 0 0 8l 6A I

--l 0 0l 0 0 4l 7A

15:30

15:45

16:00

16:15 4l

0

0

0

0

0

0

0

0

0

0

0

0

0

0

11

0

0

0

0

0

0

0

0

0

0

0

0

0

0

26

34

0 o 0l

o o 0 0l

0 0 0 14 |

0 0 0 28 | 0 0 0 0l

0 0 0 0i

o 0 o 0l

o o o ol

0

0

1

21

Hr ToEal

15:30

16:45

17:00

17:15

1q I

6l

3l

ol

2l

0 0 0 42 1 o 0 ol 3l 50

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

ro I

34 |

87 |

20 1

0 0 0 0l

0 o 0 0l

o 0 0 0l

0 0 0 0l

0 o 0 1 | 43

0 0 0 ol 37

0 0 0 4 | 91

0 0 0 4 I 26

Hr Total

17:30

l7 :45

11 1

0l

1l

r77 I 0 o ol 0 0 9l r97

0

0

0

0

0

0

0 0 o 18 |

0 0 0 3i

o o o 0l

0 0 0 0l

0 o o ol

0 0 0 0l

18

Hilr'otat 1l 0 0 0 21 | o o ol ol )2

TTOTAL* 48 | 467 | 0l L7 532
A

h["lih

!1 . il

.-=ftg[ t

F _ F

b.

G

s

F F'

\\

--

/

l-Tr.Ja T

igL4"{

F{iay\I i 

, 

FLo (ic\ ct.,

[4a.rc\',t zo t2o \+

Jn-*^ \. Lu.,i ?^tor.tino

noa tigna.,Lr.zeA

Nt^l Ssr
NW 5TH STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COUI,i:|ED BY: ISIDRO GONZAIJEZ

SIGNALI ZED

Traffj-c Survey SpecialisE.s, Inc

524 Gardenia Terrace

DFIr^w Pperh Fl^ri.ia 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code : 00140065

start Date: 03/20/14

File I.D. : 5ST_1AVE

Page :1

NW 1ST AVENUE

From Nort.h

07:30 O 4 7

07:45 0 4 77

lNw 5TH STREET

l !rom EasE.

I

lNw Lsr AVENUE

Fr^m q^r'Fh

I

lNw 5TH STREET

1 From WesC

I

l.rTurn Left Thru Rlght I UTurn LefE Thru Right. I UTurn Left. Thru Right. I Ufurn Left. Thru Rj.ght. I Tota]

DaEe 03/20/L4 --- -

08:00

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

ol

ol

ol

0l

?q

38 i

46 |

1o I

275

356

385

0 0 16 11 |

0 0 15 el

0 0 27 111

0

0

0

o

52 22r

33 247

08:15 0 I 22 0 | 0 0 15 181 ?? )ia

Hr Tot.al- O 22 6L 0 0 74 49 |

001311

0 0 22 14i

0 0 21 111

ol

0l

oi

ol

ol

ol

0l

ol

0l

?e I

42 1

aal

333

361

3r7

aL1

154 838

30 204

20 275

19 r94

)1 2)q

149 I 1347

08:30

08:45

09: 00

0

0

0

09:15 0 5 22 0 | 0 0 14 8l

532

433

822

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

n

Hr Total- 0 22 L09 ol ol 0 70 441 90 842

L5:30 0

L5:45 0

15:00 0

000

1 13 0

16:15 0 0 9 0 l 0 0 0 0r

0 o 0 0l

o o o ol

0 o 0 ol

0

0

0

0

0

0

0

0

0

0

18

0

0

20

0 o 0 ol

0 0 0 0l

0 10 72 6l

0

0

L67

25 1 o].286].2 L62

Hr Total 0 r 22 0l 0 0 0l 53

50

45

30

4sl

24 1

lel

?1 |

28 1

o 22 1s8 18 I 329

15:30

16:45

17:00

0 0l

0 0l

0 0l

0 0l

0 4 10

039

049

ol

ol

ol

0

0

0

0

0

0

0

0

0

0

1

0

0

0

0

0

0 r-4 84 23 1

0 10 9s 131

0 15 11r- 15 |

209

1,94

220

I'l:I5 0 4 5 0 | 0 13 114 141

Hr Tot.al 0 15 34 01

0 ol

1 10 0 |

0 0l L70 104 I 0 s3 404 661 847

17:30

77 :45

IO o 0 0 0l

0 0 0 0l

1 0 47 201

0 0 ?1 lC I

0

0

L2

q

L27

q? 71

4 2)-9

Hr Tot.al 20 ol 11 ol 1 0 72 3sl 21 224 | 392

*TOTAL* 246 ol ol 449 277 | 340 2466 419 I 4267
NW 5TH STREET & NW 1ST AVENUE

MIA]VII , FLORIDA

COUNTED BY: ISIDRO GONZALEZ

SIGNALIZED

Traffj.c Survey SpecialisE,s, Inc.

624 Gardenia Terrace

Delray Beach, FLorida 33444

Phone (551-) 272-3255

ALL VEHICLES

Site Code : 001.40065

start Date: 03/20/14

Fife I.D. : 5ST_1AVE

Page : 2

NW 1ST AVENUE

From Nort.h

lNw sTH STREET

I from Easc

INW 1sr AVENUE

i Ft^6 C^tttsh

I NW 5TH STREET

I From West I

rttl

uTurn Left Thru Right. I uTurn Left Thru Right. I Ufurn Left Thru Right I UTurn LefE Thru Right. I Total

nric n? /)011A --------

Peak Hour Analysis By Entj-re Intersection for the Period: 0?:30 to 09:30 on 03/20/f4

Peak start 08:00

Volume 0 23

Percent. 0t 183

0

0t

0

0t

PK EOLAI L25

Highest 08:30

Volume 0 5

Hi Eota] 37

PHF .84

NW 5TH STREET

L02

82t

32

I o8: oo

lo

lo?

lo

I 07:30

io

lo

| .o

00

0t 0t

| 08:00

lo

I o*

lrl.2

I oB ' oo

lo

| 38

| .87

I oe, oo

s4 | o 116

41r I Ot 10*

| 11s3

I 08:00

11 i 0 33

| 326

| .ee

870 167

75t 14t

0

0t

'78

599

27 247 46

NW 1ST AVENUE

L02 23 IL6

0 L02 z5

'l rz3

.0

0

AVENUE

]-94

115

0

0

0

3r-e 

t

VEHTCLES 

[- |

l0

I

rl

e47 

L

ALL

I th{

Intersection Totalr ,4L0

40L

II6

1 1q?

l

870

870 23

870

54 r61

94'7

L61 NW 5TH STREET

,ll

102 ll rffill ------tl ,rrll

tl NW lST
NW 5TH STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COUMTED BY: ISIDRO GONZALEZ

SIGNALI ZED

Traffic Survey Specialists, Inc.

524 Gardenia Terrace

Delray Beach, Florida 33444

Phone (551) 272-3255

ALL VEHICLES

Site Code : 00140065

starr Date: 03/2o/14

File LD. : SST_LAVE

Page : 3

NW 1ST AVENUE

From Norttr

I Nw 5Tn STREET

I from East

lNl.l 1sr AvENUE

I Fr^h c^rrFh

I Nvl 5TH STREET

I from west

lll

uTurn Left Thru Right. I Lrfurn LefE. Thru Right. uTurn LefL Thru Right I uTurn Left. Thru Right 'I Otaf

DaEe 03/2O/L4 ------.

Peak Hour Anafysis By EnEire Intersection for the Period: 16:00 to 18:00 on 03/20/14

Peak start. 16:45

Volume 0 15 34 0

Percent 0t 31t 69* 0g

Pk total- 49

Highest 17:30

volumeO4l-00

Hi tot,al 14

PHF .88

111

NW 1ST AVENUE

ro: +5

0000

0t 0t 0t 0&

0

07:30

0000

0

.0

!6: 45

1$ 0t 51*

17:15

0045

73

.90

100

38t

2A

L6:45

0 51

0* 9t

545

17:00

u lb

I43

447 47

82* 9*

t6

34 15 51

161-

0

15

49

0

34

+t

.2

2L2

263

. 151

34

NW 5TH STREET

z

0

0

51

51

447

447 15

447

100

4'7

47

8t_

NW 1S

2

AVENUE

151
NW 5TH STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COUNTED BY: ISIDRO GONZALEZ

S IGNALI ZED

Traffic Survey SpecialisEs, Inc.

524 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 272-325s

PEDESTRIANS

Sit,e Code : 00140065

start Date: 03/20/14

File I.D. : 5ST_1AVE

Page : 1

I Nw srH STREET

I lrom wesc

I

Lef t Thru Ri oht Pc.ls I r,pf I Thru Righr. peds I Lefr Thru Right peds j Lefr Thru Righr peds I Toral

n^rF 01/)o/14 ------

NW 1ST AVENUE

From North

07:30 0 0 0 6

07:45 0 0 0 I

08:00 0 0 0 1

08:15 0 0 0 4 |

lNw 5TH STREET

I Fr^m E^cr

I

lNri 1sr AVENUE

I Fr^m Q^,,Fh

I

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o

0

0

0

o

L'7

L8

L7

l5

0 el

0 10 |

0 51

0 3l

2

0

t

1l

0 0l

0 7l

0 8l

0 7l

Hr Total 0

08:30 0

o 12 | 0 28 |

2l

2)

2l

3l

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o

67

19

!7

18

00011

0 22 1

0 o 1l

08:45 0 0 0 2l

0 o 0 6l

0 0 0 2l

0 0 0 5l

10

11 l

ii i

ff I

1n I

09:00 0 0 0 0l

09:15 0 0 0 1 |

Hr Total 0 0 0 4l el o o o 14 1

42 |

15:30

15:45

16:00

16:15

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o

0

0

1

0

0

0

o

0

0

0

n

0

0

0

0

0

T4

0

0

18

0000

0000

0000

000

000

003

0 0 01 il 0 0 0 2l

Hr ToEal o o 3l

15:30 0 0 0

16:45 0 0 0

17:00 0 0 0

ol

ol

ol

17:15 0 0 0 0 |

4l o 0 2l

0

0

0

0

0

0

0

0

0

0

0

0

3l

4l

2l

2I

18 |

0 0 8l

0 o 0 sl

0 o 0 10 |

0 0 0 )4 |

27

13

11

15

)a

0

0

0

0

0

0

0

0

0 2l

0 2l

0 3l

0 1l

Hr Total 0

1.7:30

!7 :45

0

0

ol

ol

0l

0 8l 11 | 0 0 0 47 1

11 |

66

77

21

0

0

0

0

0

0

0

0

0

0

0

0

0

n

0 51 0 o

0 41 0 0

0 0l

o 2l

Hr Tot.al ol 10 | 0 2l 26 l 38

*TOTAL* 1q I

)t I 34 1 rtrtr | 267
r4r

$ortvt

lllt vrut t

't

s-) +

I

I

I

t

iyto
NW 4TH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: AMBER PALOMINO

NOT SIGNALIZED

Traffic Survey Specj-alists, Inc.

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code : 00140065

st,art Dat.e : 03 / 20 / 14

FilC I.D. : 4STR-2AV

Page : 1

NW 2ND AVENUE

From NorEh

ulurn Lert

I NW 4TH STREET

| !rom Easc.

I

TL,,i br ^Lts | 'r.,-- Lef t

lNw 2ND AVENUE

I Fr^m e^"Fh

3l o 81 14 |

t--''-

| !rom wesE

0

0

0

o

I rocat

190

220

t92

DaEe 03/20/r4 -----

tt

Thru RighE ' UTurn Lefr. Thru Rj.ghr ' Lrrurn LefE Thru Righr.

0

0

0

0

3

1

0

0

0

0

o

07:30

07 t45

08:00

08:15

ol

ol

ol

02363

o2498

2]-875

o 76 2r

08215

0 83 ).2

0

0

0

0

0

)

1

0

0

0

0

0

0

0

0

0

0

0

L 14 66 0l 0l 180

Hr'10taf

08:30

08:45

09:00

3 79 302

T2174

o 32 85

1 19 81

oi

ol

ol

ol

09:15 1 18 64 0 |

7 0 322 621

0

0

0

0

2

3

3

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

ol

sl

3l

ol

ol

0l

ol

ol

782

183

205

207

t76

0 0 77 I I

0 0 68 121

0 0 89 11 |

0 0 82 9l

Hr Total 3 90 304 0l 10 l 00316401 0 77I

15:30

15:45

l-6:00

16:15

ol

ol

ol

0l

ol

ol

ol

0l

0

0

L62

t46

0

0

0

0

0

0

3

1

0

0

47

35

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

000

t2 0 13

0000

00870

s 0 14 | 0 0 90 L

Hr'10fat ol

ol

0l

0{

L 49 0l

0 27 82 t7 1 00r77

77

11

74

l-3

1l

0l

0l

1l

ol 308

208

193

235

2r9

16:30 0

16:45 0

17:00 1

L7:I5 0

249

646

0 69

0

0

0

0

0

0

0

0

0

1

0

0

0

0

0

0

fJ I

24 1

L2 I

118

t- 16

!26

0 0 0 0l

0 o 0 0l

o 0 o 0l

141 3 l 0 0 0 0l

Hr Total 1 9 2L3 ol

ol

L7:45 0 1 39 0 |

L?:30 0 1 36 0

0

0 0 L21,

0 0 97 0l

0

0

0 o 0 | 8ss

0

o

0

0

ol

0l

L75

'I 50

55

10

7

7rl

o 7l

0 5l

501 4l

ol

Hr Total- 0 2 75 0l t7 0 13 l 002I80 ol 325

*TOTAL* ol LZ6 | 1534 r o" I 0l 3 041
NW 4TH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: AMBER PAI,OMINO

NOT SIGNALIZED

Traffic Survey Specialiscs, Inc

624 Gardenia Terrace

Dcl rev PFA.h Fl ^ri da 33444

phone (551) 272-32ss

AIJL VEHICLES

Si-te Code : 00140065

StarE DaLe: 03/20/14

File I.D. : 4STR_2AV

Page : 2

NW 2ND AVENUE

From North

UTurn Left. Thru RighE

rNw 4TH STREET 

I

i !rom Easc

tl

I rrrrrrn T.aFi Thr,, Pi^hF I

NW 2ND AVENUE

From South

UTurn Left. Thru Rj-ght

t-----

| !rom west

I

I Uturn Left Thru Righc

DaLe 03/20/14 -, -- -

Peak Hour Analysis By Ent.ire Intersection for Ehe Period: 07:30 to 09:30 on 03/20/14

Peak start 07:30

Volume 3 79

Percent 1& 2I*

Pk Lot.al 384

Highest 0'l:45

Vofume 0 24

Hi t.oEal f22

PHF .79

302

79*

98

07:30

0

0t

384

07:30

0

97

.99

322

84t

76

62

foi

2L

07:30

0

0t

0

07:30

0

0

.0

0

0t

07:30

07

0* 50*

).4

07:30

04

7

.50

07

0t 50t

0

0t

0

03

0

0t

0

0

0t

NW 2ND AVENUE

5VZ 82

322

302 82

384

7

5VZ

0

.0

329

384

322

0

0

0

82

oz

309

NW 2ND AVENUE

322
NW 4TH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: AlvlBER PALOMINO

NOT SIGNALIZED

Traffic Survey Specialj-sLs, Inc.

624 Gardenla Terrace

Delray Beach, Florida 33444

Phone (551) 272-3255

ALL VEHICLES

site code : 00140065

Start Date: 03/20/L4

File I.D. : 4sTR_2Av

Page : 3

uTurn LefE. Thru Right I Ururn Left Thru Righe I uTurn Left Thru Righr I uturn Lefr Thru Right I Total

Date 03/20/L4 ---,.

Peak Hour Analysis By Entire Intersection for Lhe Period: 16:OO to 18:OO on 03/20/14

Peak start 15:30

VoLume192I30

Percent 0t 4t 96* 0t

Pk total 223

Highest 17:00

Volume10690

Hi EoEal 70

PHF .80

NW 2ND AVENUE

From Nort.h

{NW 4TH STREET

I

16:30

0 55

0t 44t

126

16:30

INW 2ND AVENUE

I Fr^m C^,,th

I

l-----

I From West

I

077022

39

.81

0 71

0t 56t

| 16:30

l1

I o$

I s06

I r".1c

lo

I r44

0 501- 4

0r 99* 1t

0

5 01_

II

16:30

00

0t 0t

0

07:30

00

0

.0

00

0t 0t

747

| .88

NW 2ND AVENUE

2].3 10

0 273 10

'l zz5

55

2]-3

0

.1

572

I

0

0

,ss | 

I "

-l ALL VEHTCLES | 

-

-l 

- fr!! vE.c1r_\_rrr1D 

[l l1r-260 lr rl

lrr40Luu 'lt- rl 0 | Intersection Tota] |

.lssslu lll

55

10

0

tll 4

tll-I NW 4TH STREET

714

s05

. 501

268

NW 2N:

I

AVENUE

501
NW 4TH STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: AMBER PALOMINO

NOT SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

nFl rev FlFA.h F] ^ri da 33444

Phone (551) 272-3255

PEDESTRIANS

Site Code : 00140065

sEart Date: 03/2o/74

File I.D. : 4STR_2AV

Page : 1

NW 2ND AVENUE

From North

07:30 0 0 0 4

O7:45 0 0 0 4

08:00 0 0 O 2

08:15 0 0 O 6 |

INW 4TH STREET

I rrom EasE

I

lN!,t 2ND AVENUE

I I.rom soutn

I

t-----

I rrom west

I

Left Thru Right. Peds I Left. Thru Right. Peds I Left. Thru Right Peds I Left Thru RighL peds I Toral

Date 03/20/L4 - -.-

0

0

0

0

0

0

0

0

0

0

0

0

11

8

10

9

0

0

0

0

0

0

0

0

0

0

0

0

15

1,7

).2

15

0 o 0 0l

0 o o sl

o o o ol

0

0

0

0 0 0 ol 0l

Hr ToEal 0 0 0 15 1

0

0

0 0 sl

0 0 1l

0 0 1l

0001

0 0 0 2l

ol

0

0

0

0

59

2!

18

16

08:30

08:45

09:00

09: 15

5l

1n I

-vlsl

3l

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0 0 0 ls I

0 0 0 7l

0 0 0 10 |

0 0 0 11 |

Hr aotal 0 0 0 43 I o o 5l 0l 7I

15:30 0 0 0

15:45 0 0 0

16:00 0 0 0

ol

ol

1l

16:15 0 0 O 1 |

0

0

0

0

0

0

0

0

0 0l

0 0l

o 14 1

0 6l

0 0 0 0l 0 0 0 0

0 0 o ol 0 o o o

0 0 o ol 0 o o o

0

0

15

0 0 0 1l 0 0 0 0l 8

Hr ToEal 0

16:30 0

16:45 0

17:00 0

0

0

0

0

0

0

al

1l

ol

ql

17:15 0 0 0 1 |

o 20 | o o 1l 0 o ol

0

0

0

0

4l

6l

6l

3l 0 0 0 0l

0

0

0

0

0

0

0

0

0

0

0

0

ol

ol

ol

0l

0

0

0

0

0

0

0

0

0 0 0 0l

o o o 1l

0 0 o 2l

23

5

7

13

4

Hr Tocal 0 'tl

L7:30 0 0 0 3l

L7t45 0 0 0 0 |

0

0

0

0

0

0

0

0

1o I

1q I

1l

0 0 3l

0

0

0 2l

0 0l

ol

o o o ol

o o o ol

tq

20

1

HrTotal 0 0 0 3l 16 | 0 2l 0 0 ol 27

*TOTAL* ql I

fJb I 16 1 ol 203
^tfi

A

vl ffi

el| r

M iavr,t,i ,fur;daMardn zD zot4

J o'n-*^ 4 . L*."s PalovytM o

rrtoT5rgnalr,>rJ

-=_----'=l-- f RhoJe

\ Ouitcl,\c
NW 3RD STREET & NW 2ND AVENUE

MIAMI, FLORTDA

COUNTED BY: EDIE SAPORITTO

SIGNALIZED

Traffic Survey Specj.alj-sts, Inc.

624 Gardenia Terrace

nFlrav RFA.h Fl^rida 33444

Phone (561) 272-3255

ALL VEHICLES

SiE.e Code : 00L40065

start Date: 03/20/74

Flle I.D. : 3ST_2AV

Page : 1

UTurn Left Thru Righc. I UTurn Left Thru Right I UTurn !efE. Thru Right UTurn LefE Thru Right. I Total

DaEe 03/20/L4 -----

NW 2ND AVENUE

From North

0

0

0

0

11

7

13

I Nw 3RD STREET

l !rom EasE

I

lN[.l 2ND AVENUE

| lrom Soutn

I

lNw 3RD STREET

I i rom west

I

07:30

07 :45

08:00

08:15

15 |

40 |

)L I

-.1

t4 |

14 |

2tl

8l

T4

283

350

316

310

38

47

47

9

8

L7

7

I2

7

7

39

49

51

55

0

0

0

0

19 2

33 I

23 11

0158324

o].27938

018A221

0

0

0

21 771 0 10 75 331 0

Hilr'otaf

08:30

08 :45

09:00

40 L78 e4 l 4r

11

8

6

19

28

25

27

l7

8l

6l

1a I

L5 I

315

325

341

?1?

e6 381 0 56 319 116 | 30 194 s7 I r2s9

0 9 46 131

0 11 73 101

0 20 59 sl

09:15 0 7 47 11 I

075514

0 6 ss 7l

o I 6'7 12 l

o 1 5A 11 |

0

0

0

0

0

0

0

0

18 7! 3sl

16 7L 371

14 86 2sl

a 74 41. I

Hr ToEal 0 47 225 39 | 41 | s5 302 138 | 0 28 235 46 44 9'1 | L298

15:30

15:45

16:00

0

0

0

0

0

0

5

7

0

0

0

0

0

0

0

0

0

0

0

0

2

1

0

0

0

0

4!

27

0

0

16

0

0

I7

0

0

81

ol

0l

0

0

19

0

0

80

0

0

r2

9

0

0

11

15

0

0

294

15

Hr Total 0 t2 58 z) |

'7

153 26 562

2

329

33s

368

1? |

11 |

1) |

13 |

18 |

27 0 3

16:30

l-5:45

17:00

17:15 0 5 37 24 |

0 5 44 1sl

0 5 37 1e I

0 7 s8 191

o 24 99 101

0 30 r04 141

0 25 110 141

o ,.4 1)1 1) |

0

0

0

0

8 83

!4 75

25 77

24 83

0

0

0

0

3

)

2

5

24

19

16

11

2l

4l

2l

c | ?^q

Hr Tot.al 0 23 I7 6 77 | 7L 318

L7:45 0 5 30 11 |

L7 :3O 0 4 32 141 0

0

s4 |

11

10 l

0 103 434 50

0 20 107 141

o 21 g7 11 |

13 1401

4l 283

T2 70

I4

A

16

L2

43

58

0

0 1

Hr Total 0 9 62 251 28 101 rl I 0 41 r94 2sl 22 13 | 546

*TOTAL* 1oe 260 

| 2L3 765 IO / 

| 296 14 l_ 1 ?qn I

t.^ |

rJ> | tvoo
NW 3RD STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: EDIE SAPORITTO

SIGNAI,I ZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

nFlr:v PFe.h F]^rilia 33444

Phone (s51) 272-3255

ALL VEHICLES

Site Code ; 00140065

start Date: 03/20/14

Fl}e I.D. : 3ST-2AV

Page : 2

NW 2ND AVENUE

From North

I Nw 3RD STREET

| ! rom !:ast

lNw 2ND AVENUE

| lrom uoucn

lNw 3RD STREET

I from wesr rtl

uTurn Left Thru Right I UTurn Left. Thru Rj.ghr I UTurn LefE Thru RighE. I UTurn left Thru Righr Total

DaEe 03/20/14 - - - - - - - - - - -

Peak Hour Analysis By Entire Interseccion for Ehe Period: 07:30 to 09:30 on 03/20/74

Peak start 08:30

Volume O 47

Percent 0b 15*

Pk total 311

Highest 08:45

Vo1ume 0 11

Hi total 94

PHF 83

NW 2ND AVENUE

225 28

302

4L

39 225 47 37L

311

225 39

72* 13*

j 08:30

lo

l0s

| 1s2

I 09'15

lo

I s1

| .8e

08:30

0

0t

496

09:00

0

125

.99

s6 302

L1t 61?

I oB,30

lo

I ot

| 3oe

| 09, oo

lo

| 87

| .se

235 46

76* 15t

10 !4 67

44 97 41

242 53C 23*

I

I

L9 L7 1s|

I

i

138

28+

28

9t

25 8

39 41

NW 3RD STREET

682 

| nt

' ALL VEHTCLES | 

-

llLB2eT -lrrlll,

I soi 602 | nn

YI

55

97

39

L92

z6

28 44

235 'l

309 | rnaersection Total I

I r,2el | +zo ll

235 47

235

1_38

46 lll l-I NW 3RD STREET

B1-1

496

46

. 44 55 302 13

225

46

315 56

NW 2ND AVENUE

3UZ
NW 3RD STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COII}flIED BY: EDIE SAPORITTO

SIGNALIZED

Traffic Survey Specialisrs, Inc.

624 Gardeni.a Terrace

Delray Beach, Florj-da 33444

Phone (561) 272-3255

ALL VEHICLES

site Code : 00140055

start Date: 03/20/L4

File I.D. : 3ST_2AV

Page : 3

UTurn Left. Thru RlghE I UTurn Left Thru Right. ' UTurn LefE Thru Right I UTurn Lefr Thru Right I Total

DaLe O3/2O/14 -----

Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:OO on 03/20/L4

NW 2ND AVENUE

From North

I Nw 3RD STREET

l !rom HasE

I

INW 2ND AVENUE

| !rom Soutn

I

I t7:15

181 O 24 12t

I 1s7

I .e3

lNw 3RD STREET

l trom west

I

Peak start 16:30

Volume 0 23 176 77

Percent 0t 8$ 64* 28*

Pk total 276

Highest. 17:00

Volume075819

Hi t'ot.al 84

PHF .82

NW 3RD STREET

I Il {

318 498

77

L6:30 | 16,30

0 71 318 54 | O 103 434

0t 16t 72* 12t | 0* 18r 74*

443 | Sez

15:30

0 1.2 70 13

0t 13t 74+ 148

95

16:30

03242

29

.82

50

9*

17:15

o 24 83

725

.89

NW 2ND AVENUE

t76 23 L2

434

54

23

L2 7L

II \76 500

276

71ll . r03 1. 434

L76

l_3

260 t-03

776 T

lun

-l ALL VEHTCLES | 

-

'fr!! vE.r:ll-LLtlD

| | 

443 318

rt tl

|:',s86L" 'l

tl 95 | Intersection Total I

I r,401 | t_43 tll tl

318

I2

10

70 23

'70

50

13

rtl I' I NW 3RD STREET

847

587

13

NW 2ND AVENUE

434
NW 3RD STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: EDIE SAPORITTO

SIGNALI ZED

Traffj-c Survey Specialists, Inc

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 272-3255

PEDESTRIANS

Site Code : 00140065

St.art Date: 03/20/14

File I.D. : 3ST_2AV

Page : 1

rtl

Lafts Thnt pidhi oads I T,Fff Thrlr Riohf. Peds I T,cff Thril RiohF pedc r!+YrrLlLuoIr\rYrrg I T,cff Thrrr Riohf pF.lS

DaLe 03/20/14 --------

NW 2ND AVENUE

From NorEh

0

0

0

0

0

0

0

0

INW 3RD STREET

l !rom Easc

0

0

0

0

0

0

0

0

INW 2ND AVENUE INW 3RD STREET

l !. rom wes c

totat

0?:30

O7 :45

08:00

08: l-5

0

0

0

0

5

3

0

0l

o 13 |

0 4l

0 4l

0 21 |

0 o o 17 |

o o o 11 |

o o 0 1l

0 0 0 7l 0 0 0 7l

000'l

0003

0002

42

2l

7

35

Hr Tot.al 8l

0 0l

o 42 1 0 36 |

0

0

0

0

3l

1' I

"I

1l

sl

0 1e I

0

0

0

0

5l

8l

3l

19 |

08:30 0 0

08:45 0 0

09:00 0 0

09:15 0 0

0 0 0 11 I

0 0 0 14 I

0 0 0 19 |

0 0 0 8l

0 0l

0 3l

0 1l

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

105

20

37

24

32

Hr Total 0 0 0 4l 0 o 0 s2 l

)1 |

0

0

7

?

35 |

0 0 0 sl

113

15:30 0 0

1-5:45 0 0

16:00 0 0

0

0

0

ol

ol

3l

15:15 0 0 0 1 |

0 0 ol

0 0 0 0l

0 0 o r.7 |

0 0 0 7l

0

0

0

0

0

0

0

o

0

0

0

0

o 0 o 0l

0 0 o 0l

0 0 0 6l

0

0

33

Hr Tot,al 0

l-6:30 0

16 :45 0

17:00 0

0

0

0

0

0

0

17:L5 0 0 0 1 |

4l

sl

21

ol

el

el

4l

2, 1

0 0 0 24 1 10 l 0 o 0 1r I

1l

4l

el

2l

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o

0 0 6l

0 0 0 4l

0 o 0 10 I

49

27

19

23

0 0 0 3l c

Hr Total. 0

L?:30

l7 :45

0

0

8l

0 0l

0 1l

0

0

0 0 0 3l

0 0 0 l-l

)^ | 0 o 0 23 |

0

0

0

0

o 7l

03

15 1

o o 8l

0 0 0 1l

7t

18

Hr Tot.a] 0 1l o 0 4l o 10 | 0 0 eL 24

* TOTAL * 146 

| ruu I e1 | 362
A/1 \

I lt r

N;tn

\"ffisrl \ \-- o*:ce

"4v

(>

5->,

A

.rlF w

Mio,yvl"i t%o(( /lc,

tl'{ar ctz.zo 2D\4

J ro,* n bU' l-.is 0olorru vto

S no.-L,,-r-e],
NW 3RD STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COUNTED BY: CARLOS PALOMINO

SIGNALIZED

Traffic Survey Specj.alists, Inc

624 Gardenia Terrace

nal r:1r PFA.h F1 nri rl1 33444

Phone (561) 272 3255

ALL VEHICLES

si-t.e code: 00140065

SLarL Date: A3/20/74

Flle I.D. : 3ST_1AVE

Page : 1

Irl

tllfurn Left Thru Right. I uTurn Left Thru Right I uTurn Left Thru Right. I uTurn Left Thru Right

Date 03/20/74

NW 1ST AVENUE

From Norch

0

0

0

0

lNw 3RD STREET

I from Easr

NW ]-ST AVENUE

I Fr^m C^rrfh

0

0

0

0

lNw 3RD STREET

I From West

'IOtat

07:30 0

O7 :45 0

08:00 0

08: 15 0

25

39

36

36

15

18

2I

08224

09445

0 12 41 9

12150

6t90

15 24 0

04057

06064

05057

762

2ro

220

22 1 v fo Jt Lz I 16 22 0l 0 5 0 55 | ?19

Hr Total 0

57

51

44

76 

|

1q I

J) I

26 I

23 1

"o I

?? I

0 45 742 30i 49 80

0

0

0

0

ol

ol

ol

ol

0 31 13 0 |

020 o 233 

|

0

0

0

0

L1

9

5

4

0

0

0

0

811

246

247

248

7A | 23F,

08:30

08 :45

09:00

09:15

12 45 3l

11 23 3 |

8 36 3 |

1s29r-l

0 1,9 10

02423

0 30 22

0

0

0

0

0

0

0

0

Hr Total 196 103 | 46 133 10 l 0 104 68 0L 289 | 979

15:30

15:45

15: 00

15: 15

0

0

0

0

0

0

0

0

0

0

L7

18

0

0

0

0

0

0

L7

0

0

0

0

0

0

7

0

0

I

ql

o 0 0l

o o o 0l

0 1s s5 111

09s891

0

0

35

23

0l

ol

0l

0l

00

027

0

0

193

o 26 | 169

Hr Tota1

15:30

16: 45

17:00

I7 :15

26 101

2L 1oi

18 14l

16 9l

21 3'7

26 32

27 38

0

0

0

0

0

0

0

0

0

0

0

0

8

9

!7

64

52

54

84

0

0

0

0

0

0

0

0

I2

13

72

9

5

0

0

0

o

35 13 l o 24 114 20 33 58 0l

ol

ol

ol

?1 1'7 0 |

0 s3l 362

1a I

-t I

1n I

lsl

28 I

26 1

"1 

|

220

20r

204

27 1

Hr ToEal 81 43 

|

17:30 sl

39

49 15

47 254

IO t0

s] | 97 r44

I1

7

r02 | 858

le I

:45

Hr ToEal

0

0

0

0

0

0

0

0 19

18 0

*TOTAL* 474 246 l

r-84 744 315 ol L22 /i5 | 5J5>
NW 3RD STREET & NW 1ST AVENUE

MIAMI , FIJORIDA

COUNTED BY: CARLOS PALOMINO

S]GNALIZED

Traffic Survey Specj.alists, Inc.

624 Gardenia Terrace

ncl raw Rpa.h F'l ^ri.la 33444

Phone (551) 272-3255

ALL VEHICI]ES

siEe code : 00140065

Start Date: 03/20/74

Fife r.D. : 3sT_1AVE

Page : 2

NI^I ]-ST AVENUE

From North

NW 3RD STREET

From East.

lNw LsT AVENUE

I

iNw 3RD STREET

| !rom wesc

I

UTurn LefE Thru Right. I ururn Left, Thru Right I UTurn Left Thru RighE I UTurn Left Thru Righr

DaEe 03/20 /14 - - - - - - - - - -

Peak Hour Analysis By Entire Intersection for the Period: 0?:30 t.o 09:30 on 03/20/14

Peak start 08:30

volume

Percent

Pk Eotal

Highest

volume

Hi tot.al

PHF

08:30

0 30

0t 9t

319

09: 15

04

82

.97

0 0 196 103

0t 0t 66t 34t

299

08 :45

0 0 51 35

86

.47

08:30

o 46 133 10

0* 24* 70t 5t

189

08:30

012453

60

.79

| 08:30

i o 104 68 o

I o$ 601 4or or

I r72

I os, oo

I o 30 22 o

152

I .s3

0

0t

289

91t

78

103

NW 1ST AVENUE

796 30

68

10

103 L96

299

108

NW 3RD STREET

r04 133 340

103

407 F

. ALL VEHTCLES I 

t'

| | r8e r33

tlrl

| .ue 18e I n,

133

30

30 46

ll319 | r.ttersection Totat- | 

-

I e'|e | 0

ll

0

0

0

z6>

tltrl

I

I NW 3RD STREET

703

ilTn6ll . ro4

le6ll

28ell

------tlur'll 104

tl NW 1ST AVENUE

r72 

, 

---------t

68

289

6B
NV 3RD STREET & NW 1ST AVENUE

MIAMI, FLORIDA

COUNTED BY: CARLOS PALOMINO

SIGNALIZED

Traffic Survey Speclalist.s, Inc

624 Gardeni-a Terrace

nplT:v Rc:.h Fl^rida 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code : 00140065

start. Date: 03/20/14

File I.D. : 3ST_1AVE

Page : 3

I Nw 3RD STREET

From West

ll

UTurn Left. Thru Right I UTurn Left Thru Right I UTurn Left Thru Right.

DaLe 03/20/L4 - - - - - - - - - - -

Peak Hour Analysis By Ent.j-re InEersect.ion for the Period: L5:OO to 18:OO on 03/20/f4

Peak start. 16:30

Volume 0

NW 1ST AVENUE

From Nort.h

0

0t

INW 3RD STREET

I from Easc

{ 16:30

INW lsr AVENUE

I Fr^m qnrrtsh

UTurn LefL Thru Riqht I Total

Percent 0t

Pk Lotal a24

HighesE 16:30

Volume 0

Hi total 36

PHF .86

81

65t

43 |

I

I

10 |

I

I

0

0t

352

17:15

0

116

.76

16:30

47 2s4 511 0

r3t 72* 14* i 0*

| 24L

I tt,

!7 a4 1sl O

165

| .e3

NW lST AVENUE

00

9',7 744

40t 50*

15:30

0 39

0t 28*

I4L

16:30

0 t3

4L

.86

0 102

0* 72+

0

0t

27 0

43 tJl_ 39

L44

51

+5 B1

L24 |

234

241 .l

I44

NW 3RD STREET

97

254 394

43

254

39

39 A1

n

U

r02

LVZ

ll 

-

4111. e7

81 ll

1e? ll ,3oll e7

tl NW IST AVENUE

r44
NW 3RD STREET & NW 1ST AVENUE

MIAMI , FIJORIDA

COUNTED BY: CARLOS PALOMINO

S IGNALI ZED

Traffic Survey Specialists, Inc

624 Gardenia Terrace

nFlrav RF:.h Fl^rida 33444

Phone (561) 272-3255

PEDESTRIANS

Site Code : 00140065

sLart Date: 03/20/74

F1]e r.D. : 3ST_1AVE

Page : 1

ttl

TaFts Th.'t Di^hF D:ds ] Left Thru Right Peds ' Left Thru Right peds I Left Thru Right. peds

NW ],ST AVENUE

From Norlh

0?:30

O7 :45

08:00

0

0

0

0

0

0

08:15 0 0 0 5 |

04

0 11

I NW 3RD STREET

I rrom Easc.

0

0

0

0

0

0

0

0

lN!.l 1sT AVENUE

I rrom Soutn

0

0

0

o

iNw 3RD STREET

l From west

0

0

0

o

't otal

0

0

0

0

4

28

15

7

0

0

0

0

0

0

0

0

7

L1

9

18

55

35

0 0 3l

o o 5l

o o 2l

o o )l 22 1

Hr Total 0 o 28 I o 12 l 4el

0 0 0 19 i

0 0 0 28 |

0 0 0 22 1

L44

38

44

08:30

08 :45

09:00

09:15

0

0

0

0

0

0

0

0

0

0

0

o

0

0

0

0

0 7l

0 4l

0 3l

0 6l

0 4l

0 sl

0 o 0 6l

o 0 0 8l

0 o 0 14 |

0 7l 0 0 0 8l 0 5l 0 0 0 30 l 50

Hr'10ta1 o 22 1 0 0 0 36 1 0 r-e I 0 0 0 99 | r76

* BREAK *

15:30 0 0 0 0

15:45 0 0 0 0

15:00 0 0 0 6

16:15 0 0 O 2 |

0

0

0

0

0

0

0

0

0

0

0

o

0

0

0

0

0

0

0

0

0

0

11

0

0

0

o

00

0 11

0 ?l

000

0 0 19

0

0

47

4 nn<l 1A

Hr Total 0 8l

ql

4l

7l

4l

8l

5l

61

35

31

37

1a

o 14 | 1C I

0 0 11 |

0 0 4l

0 0 8l

o 24)

0

0

0

11 

|

i1 |

1? |

1l

16:30

!6 :45

17:00

L7:15

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0 0 2l o

Hr Total

1l

'L7:45 0 0 0 2 |

17:30 0 0 0 0

0

JU I

3l

t-1

o 0 25 1 46

o 0 6l

00s

0

0

0

0

0 0 o 7l 0

0 0 0 31 0

127

I7

15

Hr Total 0 o 0 3l 4l 10 1 0 0 15i 32

*TOTAL* 81 I

1?q el I 233 

| 534
-::-t v

t!.rgt il \

nrt,,,tl=f 

llD

1

+

+

\

\

fw\+

n1r

5

f{iaYwi ,Ft riJaMo."r.o\tli,D^\!

.!rn-,n b11: l^tb P^l

Ststloli>e"d
NW 2ND STREET & NW 2ND AVENUE

M]AMI, FLORIDA

COUNTED BY: RALPH ESPADA

SIGNAIIZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

nel raw Rpa.h Fl ^ri.la 33444

Phone (551) 272-3255

ALL VEHICIJES

Site Code : 00140065

start Date: 03/20/).4

File I.D. : 2ST_2AVE

Page : I

ltllurn Left Thru Right I uTurn r,eft Thru Right I uTurn LefL Thru Right I uTurn LefE Thru Rj_ghr I Tot.al

DaEe 03/20/L4 .-

NW 2ND AVENUE

From North

0 0 s3 7

0 0 67 13

0 0 60 L4

08:15 0 0 49 16 |

l----

l !rom Easc

I

lNw 2ND AVENUE

l ! rom souc.n

I

lNw 2ND STREET

I rrom wesE

I

0 15

021

0 10

07:30

07 :45

08:00

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

10

15

22

72

227

252

264

227

108 0

113 0

LT4 O

o 28 |

0 2el

o 44 1

lo20l 0 10 0 1A I

Hr Toeal 0

08:30 0

08:45 0

09:00 0

0 223 sol

0 64 8l

o 70 771

ol 59 437

0

0

0

0

16 118

16 109

5 116

0 0 0 0l

0 o 0 ol

o o 0 ol

ol

ol

ol

ol

0 56

0 11

0 10

06

0 139 

I

0 28 |

o 2el

o 45 |

964

245

25L

0 59 el 250

09:15 0 0 68 7 | 0 0 0 0l 91 0 | 0 15 0 40 |

Hr Tot.al 0 0 27t 4Ll 0 0 0l 44 434 0l

0

0

0

0

0

0

7

2

o r42l 974

15:30 0

15:45 0

16:00 0

000

0 61 4

16:15 0 0 41 3 |

0000

0101080

0 0 0l 0 11 110 0 |

0

0

0

0

000

000

000

0

0

0

0

0

0

15

0

0

205

177

Hr Total 0 0 102 0 o 0l o 21- 2L8 0I

53

52

72

59

7l

6l

4l

6l

8l

10

9

t2

10

r22

145

133

ol

0l

oi

2s | 382

16:30

l-6:45

17:00

17tL5

0

1

0

0

0

0

0

0

0 o 0 oJ

o o o ol

0 0 0 0l

0

0

0

0

09

o!7

o r.s I

0 72 1

o 21 |

2r4

232

26L

0 0 0 ol 75701 o70r2

Hr Total

I7 :3O

17:45 0 0 51 2 |

0 0 5l- 0

0

o 0 ol 41 557 I 40 o 50 ol I

0

0

0 0l

0 0l

236 24 1

1l

960

0 11 133 0

0 11 110 0 |

0

o

5 0 11 I 2r2

a I 1a1

HT'I'OEAf U 0 102 3l 0 0l 0 22 243 ol 10 1q I 399

*TOTAL* 934 Lza I 0l 787 1889 ol 385 I 3679
NW 2ND STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUIITED BY: RALPH ESPADA

SIGNA],IZED

Traffic Survey Specj-a]ists, Inc.

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (56L) 272-3255

ALL VEHICLES

Site Code : 00140065

starL DaEe: 03/20/14

Fi.le I.D. ; 2ST_2AVE

Page : 2

NW 2ND AVENUE

From NorEh

UTurn Left Thru Right

Volume 0 0 234 511 0 0 0

Percent 0* 0t 82* 18t | 0t 0s 0*

From East

il

UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right Toral

| 07 t45

INW 2ND AVENUE

Fr^m C^,rih

J NW 2ND STREET

I From West

DaLe O3/2O/I4 -----

Peak Hour Analysj-s By Entire IntersecEion for the Period: 07:30 to 09:30 on 03/20/f4

Peak start 07:45

Pk total 2a5

Highest. 07 t45

Vofume 0 0 61

Hi total 74

PHF .96

NW 2ND STREET

55

0 115

51

139

139

lo

I o?:30

13 | o o o

lo

| .o

I ot '+s ol o 6s 447

o* I 0r 13* 87+

| > LZ

I oe ' oo

ol o 22 7r4

| 136

0 10 0 44

54

88

0

0t

07 :45

o52

03 27*

191

08:00

0 139

0s 73+

51

| .e4

NW 2ND AVENUE

234 52

447

0

51 234 499

885

52

794 r

I

-l ALL VEHTCLES r-l

-_-l-,*!!VE'J-\-!ED 

|--' rlll I i" o 

L

I

191 | Intersection Total

,1988 tlI'

I _ ooE

52

0

n

.55

5L2

0 44'7

234

139

373 55

NW 2ND AVENUE

447
NW 2ND STREET & NW 2ND AVENUE

MIAMI , F],ORIDA

COTJNTED BY: RALPH ESPADA

SIGNALIZED

Trafflc Survey Specialists, Inc.

624 Gardenia Terrace

nFlrav PFA.h Fl^rida 33444

Phone (561) 272-3255

ALL VEHICT,ES

Site Code : 00140065

start Date: 03/20/14

File I.D. : 2ST_2AVE

Page : 3

NW 2ND AVENUE

From Nort.h

UTurn Left Thru RighL

DaLe 03/20/L4 -. .

Peak Hour Analysis By Ent.ire Intersection for the Period: 15:00 to 18:00 on 03/2O/I4

PE K ST TC Ib:JU

From East

lNw 2ND AVENUE

l r,rom soutn

I NW 2ND STREET

l !rom west

tl

UTurn Left Thru Right. I UTurn Left. Thru Right I tffurn Lefr Thru Right I rocal

Volume

16:30

1 40

lt 40t

101

1-7:00

0 17

38

.66

1023624

16r30

0000

0t 0t 0r 0t

0

07:30

0000

0

.0

16:30

o 4L 557

0t 7* 93*

598

1-7:1-5

0 10 L57

L67

.90

0

0*

50

599

2I

0

Percent 0t 0t 90* 9t 0t

pk total 26L

Highest 17:00

Volume00725

Hr Eotat ta

PHF .84

NW 2ND STREET

A1 .,L

0 55

24

NW 2ND AVENUE

24 236 4T

557

0

z+ 236

26r

598

894

47

8se I

I

-l ALL VEHICLES '- I

-l 

'AL! VI,.EIJ-ULI1b 

F

ll..lt I

101 | Intersectj_on Total I 960 tlll

I

J 

- 

oo,,r

4I

1

0

0

60

.4r

qqc

,l

. 0 55'7

236

OU

296 A1

=I

NW 2ND AVENUE

557
NW 2ND STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNTED BY: RALPH ESPADA

SIGNALIZED

Trafflc Survey Specialists, Inc

524 Gardenia Terrace

nFl rav RF^.h Fl ^ri.la 33444

Phone (561) 272-3255

PEDESTRIANS

Site Code : 00140065

Start, Dater 03/20/74

Fi]-C I.D. : 2ST-2AVE

Page : 1

NW 2ND AVENUE

From North

07:30 0 0

07:45 0 0

08:00 0 0

0 0 0 68

0 0 0 86

0 0 0 '14

0 0 0 1l

0 o 3l

0 o 0 3l

0 0 0 3l

l''--

l !rom Easc

I

lNw 2ND AVENUE

I Fr^m q^rrFh

l

INW 2ND STREET

| !rom wesE.

I

Left Thru Right Peds I Left Thru Rj-ght Peds I LefE Thru Right. Peds I LefE Thru RighE Peds I Toral

DaLe 03/20/14 -----

020

o26

0 38

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

89

115

115

08:15 0 0 0 25 I 0 0 0 0 34 l 62

Hr Total 0 0 10e 

I

0 16 I

o 14 |

0 17 1

0 27 1

0l o o o 2621 0 0 0 10 I 381

08:30

08:45

09:00

09:15

46 1

2el

1e I

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o

0

0

0

0

65

50

36

?0

0 0 o 0i

0 0 o 0l

0 0 o 0l

0 0 0 0l

0 3l

0 7l

0 0l

o '7 1

Hr Total

15:30 0 0

15:45 0 0

15:00 0 0

0 0 0 0l

0 0 0 0l

0 0 0 38 I

0 0 0 20

o 17 |

0 0 o 3l

o 74 1 o 0 ol 1?O I 22L

00

00

0 19

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0l

0000

0000

0003

0

0

60

16:15 0 0 0 13 |

Hr ToEal 0 0 o 32 | ol 0 0 0 s8 | 0 0 6l

!6:45

17:00

L7 :75

0 0 o 28 |

0 o o 37 |

0 0 o 24 1

0 0 0 24 1

o o 34 |

o 0 3e I

0 0 s2 l

0024 1

000567

0 0 o 4 I 80

0 0 0 4 | 80

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o

ol

ol

ol

0l 0 0 0 1l

Hr Total

17:30

17 :45

0 o 0 1131

0

0

0

0

0 24 1

0 13 |

0 0 0 0i

0 0 0 0l

0l 0 0 r49l

0

0

0

0

0

0

1q I

25 1

0 0 0 14 |

0 0 0 4l

o o o 4l

276

47

42

Hilf otat 0 37 | o 0 ol 44 1 o 0 8l 89

*TOTAf,* JO) | ol 543 l 55 1063
A

r[,*V,

XI

a

nlW Zsr I

+

t

{

{

f P"(Knq \ ,* \ LoT/ I

\-:{ 3

?

.L {

$ialrlr'r,Flor;c\a

Marrc\n ZO Lo t4

.\ro,rn b3'Lrr;! Pol,or*irl D

S,t-c-L\r.J
NW 1ST STREET & NW 2ND AVENUE

MIAMI , FI,ORIDA

COIINTED BY: ROLANDO MARTINEZ

SIGNALIZED

rrrffia qrrrrr.\/ q^a.irl i<tc rn524 Gardenia Terrace

nFl riv Rc^ch Fl ^ri da 33444

Phone (561) 272 3255

ALL VEHICLES

Site Code : 00140065

sLart DaLe: 03/20/14

File I.D. : 1ST_2AVE

Page : 1

rtl

Right I UTurn Left. Thru Right ] UTurn Left. Thru Right I UTurn Left. Thru Right

DaLe 03/2O/74 -

NW 2ND AVENUE

From NorEh

uturn Lert Inru

006811

0 0 77 6

0 0 94 11

INW 1ST STREET

Fr^m Frats

0

0

0

0

10

11

6

13

lNw 2ND AVENUE

| !rom Soucn

0

0

0

0

I

9

q

2

lNw 1sr STREET

| !rom wesc.

109 0

LL7 O

130 0

107 0l o 0 o ol

Total

07:30

07:45

08:00

25

2a

32

2A

9

q

5

10

o o o ol

0 0 0 0l

0 0 0 ol

240

257

287

08:15 0 0 74 16 | 250

Hr Total 0

08:30 0

08 :45 0

09:00 0

0 313 44 |

'r? | 28 463

0

0

0

0

40 113 ol

ol

ol

ol

0l

0 | 1034

0l

ol

ol

0l

284

280

285

301

0 79 8l

o e3 1ol

0 104 101

09:15 0 0 104 14 |

114 37 15 |

0 5 40 10 |

0 9 28 131

0 1s 40 L7l

5 125

9 II2

10 II2

77 94

0

0

0

0

0

0

0

0

0

0

0

0

Hr Total 0 0 380 42) 7 44 L4s ssl 4L 443 0l ol

0

0

0

1151

15:30

15:45

16: O0

16:15

0

0

106

115

0

0

0

0l

0

0

297

249

0

0

0

0

0

0

0

0

0

0

0

0

0

0

l4

14

0

0

0

0

0

0

0

0

0

0

0

0

00

4A 2'7

0000

0 I 78 10

34 161 0 6 58 6 |

Hr TotaL 82 431 0 14 136 161 227 ol

ol

ol

ol

ol

ol

ol

ol

nl

540

277

284

361

?qn

L6:30 0

15:45 0

L7:00 0

o 46 191

0 4s 191

0 5s 381

09L26

0 lt 139

0 18 136

0

0

0

0

9

5

t2

60

51

90

a4

RI

13 |

isl

0

0

0

0

0

0

0

0

0

0

0

n

'L7:I5 0 0 48 23 | o 1? 1q5 0 |

Hr Total 0

17:30

L7 :45

0

0

0 194 9el

0 45 1sl

0 47 12l

0 I 80 10 |

077651

t2

9

ol

0 ol

0 77701

o I 1272

0 0 0l 304

35 285 0 51 556

134

0 0 0 01 274

t{r Total 0 92 271 0 ls 1s6 161 21 251 ol 0 0 0l 578

*TOTAL* 10 61 z)2 | 1-49 835 111 |

.,. I 159 ]934 ol 0l 457 5
NW 1ST STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COUNIED BY: ROLANDO MARTINEZ

SIGNALIZED

Traffic survey specialists, Inc

524 Cardenia Terrace

Delray Beach, Florida 33444

Phone (561-) 272-3255

ALL VEHICLES

Site Code : 00140055

Start Dace: 03/2o/L4

File I.D. : 1ST_2AVE

Page : 2

NW 2ND AVENUE

From North

lNw 1sr STREET l

I !rom Easr

I

NW 2ND AVENUE

From South

iNw 1sr STREET

| !rom wesc

I

lllurn Left Thru RighE I UTurn Left. Thru Right UTurn Left Thru Right. i UTurn Left. Thru Right Tota}

nAtA n?ltn/14 -

Peak Hour Analysis By Ent.ire InEersecEion for Ehe Period: 0?:30 to 09:30 on o3/20/L4

Peak start 08:30 I 08:30

volume 0 0 380 42 | 7 44 145 55

percent. 0t 0t 90t 10t I 0t 18$ 59t 22t

Pk rotal 422 | 245

Highest 09:15 I 09:15

Volume 0 0 104 14 I 0 15 40 17

Hj- t.ot.aI 118 | '12

PrJF .89 I .8s

NW 2ND AVENUE

380 0

443

55

42 380 498

422

08:30

0414430

0t 8t 92* 0$

444

08:30

05r250

130

.93

08:30

00

0t 0t

0

07:30

00

0

.0

00

0t 0t

+z

NW 1ST STREET

A1

=I L45 228

42

e2o 

I

I _l ALL VEHTCLES [-| ' AlJlJ Vl1.l1J-LlJllD

lt

I I 245 r45

-llr r'l

| ,r8 245 L nu

'lt_

o I rntersection Totar | 

-

I I r'rst | 0

ll

I NW 1ST STREET

909

L45

45

0

U

n

, 484

4sll . 4Ll. 443

380

0

425 4).

NW 2ND AVENUE

443
NW 1ST STREET & NW 2ND AVENUE

MIAMI, FLORIDA

COTNTED BY: ROLANDO MARTINEZ

SIGNALI ZED

Traffic Survey specialists, Inc

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (561) 272-3255

ALL VEHICLES

Site Code : 00140055

start DaEe: 03/20/74

File I.D. : lST_2AVE

Page : 3

NW 2ND AVENUE

From North

lNw 1sr STREET

I From East

I

lNw 2ND AVENUE

I From south

I

lNw 1sT STREET

I From West

I

UTurn LefE Thru Right I U'furn Left Thru Right. I UTurn Left Thru Right. UTurn Left. Thru RighE I Total

Date 03/20/14 - --.

Peak Hour Analysis By Entj,re Intersection for t.he Period: 16:00 to 18:00 on 03/20/I4

Peak start 16:45

volume 0 0 193

Percent 0t 0t 67*

Pk Coral 288

L6:45

0 35 305 53

0t 9t 78t L3t

393

17:00

0 9 90 15

114

.86

| 16r4s

lo54s64o

I oe 91 91r ot

I 618

| 17:15

lo131sso

I 168

| .e2

95

33r

16:45

00

0t 0t

0

07:30

00

0

.0

00

0t 0t

Highest. 17:00

Volume005538

Hi. toEal 93

NW ]-ST STREET

54

305 454

95

NW 2ND AVENUE

95 . 193 0

564

53

95 193 6r7

288

3sll . s4 l. 564

193

0

eo5 [

I

-t ALIJ VEHICLES l.- I

' llJ-llJ V.trinJ-\-IJrlD

| | 3e3 3os I'

lrrl

I nun 3e3 L ru

tl

o I rntersection Totat- | 

-

I l-,2ee I o

ll

I uw rsr srREEr

846

| , 618 

-

305

35

0

0

0

228 54

NW 2ND AVENUE

554
NW 1ST STREET & NW 2ND AVENUE

MIAMI , F],ORIDA

COUNTED BY: ROLANDO MARTINEZ

SIGNALIZED

Traffic Survey Specialists, Inc.

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (551") 272-3255

PEDESTRIANS

Site Code : 00140065

start Date: 03/20/!4

FJ-1E I.D. : 1ST 2AVE

Page r1

Left Thru RighE Peds ] LefE Thru RighE Peds I Lefr. Thru Righr. Peds I Left Thru Righr Peds I Total

Date 03/20/14 -----

NW 2ND AVENUE

From North

07:30 0 0

07:45 0 0

08:00 0 0

lNw r.sr STREET

l !rom EasE.

I

lNw 2ND AVENUE

F?^m q^,,ih

INW lST STREET

I From West

I

0 38

0 31

0 50

0 0 0 10

0008

0001

00020

00026

0 0 0 19

0003

0004

0 0 0 14

7T

69

84

O8:15 0 0 0 ?1 | 0 0 0 10 , o o o 18 | 0 o 0 r | 60

Hr Total 0 0 1s0l 0 0 0 2el o o 0 83 | o o 0 22 1

08:30

08:45

09:00

09: l-5

zd I

zo I

48 |

4l

10 |

4l

1c I

r^ |

rr I -- |

1sl

284

60

63

54

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o

0

0

0

0

0

0

0

0

0 sl

0 sl

0 3J

0 15 I A5

Hr Total 1?e I 24 1 7Ll

0 12 l 0 o o 10 |

0 29 1

0

0

0

0

0l 0

00

7l 57

4l 48

262

. * BREAK *

15:30

15:45

16:00

16:15

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

ol

ol

37 1

22 1

0 0 0 0l

0 o 0 0l

o o o el

00

00

04

Hr Total rv I

?? |

ro I

Jz I

22 1

1S I

?q I

"" I

11 l

8l

3l

sl

1l

105

65

90

82

55

0 16 | 0 o 0 le I

16:30 0

16t45 0

17:00 0

17:15 0

0 0 0 el

0 o o 10 |

o o 0 12 |

0 0 0 L2 l

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Hr Total 0

17:30 0

L7:45 0 0 0 17 |

0 o 18 i 0

0

0

0

r2s I 0 0 0 43 I

0

0

10 |

el

108 l

16 1

10 |

r7 l

0 0 4l

o 0 2l

293

48

?a

0

0

0

0

0

0

0

o

Hr Total 0 o o 3s I

1q I ^. I 0 0 5l

TTOTAL* 507 | 1?1 | 307 | 8s I 1030
,4\.

Nrr-l.h

+

- - +

I

I

I

I

{'r f

I

I

t4

Y

=f

<7

rt

fttawti ,aor.Z\a

Ma(c\n Zo,Zo t4

.ln^-* bUI [-r,uls P"tu/K,rno

St6ncuL'.:-ed

\TMI

i, qA'b,
NW lST STREET & NW ].ST AVENUE

MIAMI, FLORIDA

COUNTED BY: REY LOPEZ

SIGNALIZED

Traffic Survey SpecialisEs, Inc

624 Gardenia Terrace

Delray Beach, Florida 33444

Phone (551) 272-3255

A],I. VEHICLES

siEe code : 00L40065

SEart Date: 03/20/1,4

FilE I.D. : 1ST_1AVE

Page : 1

NW lST AVENUE

From North

07:30 0 3 12 13

I Nw rsr STREET

I from Easr

I

lNw 1sr AVENUE

I r rom 5ouE.n

I

INW 1ST STREET

I r'rom wes r

I

tlturn Lefr Thru Right I UTurn Left. Thru Right i UTurn Left Thru Rj.ght I UTurn Left. Thru Right I ToEal.

DaLe 03/20/14 ----.

07 r45 0

08:00 0

699

6\66

L1 43

?4r

'7 40

0

0

0

0

3

7

8

7

0

0

0

0

29

28

24

32

16

I

19

23

2l

1J

4l

t32

130

0000

0000

0000

O8:15 O 2 13 L'l I 9 s3 2l 0 0 0 0 | 1s8

Hr Total 0 1? 50 45 |

08:30

08:45

09:00

09: 15

34 !77

446

12 62

964

949

19

24

27

35

23 1

12 l

12 |

1sl

25

8

10

11

9

113

40

30

14 |

1q I

ro I

27 1

el

2l

3l

ol

4l

r62

T7T

19lL94

0 0 o o I s36

0

0

0

0

0

0

0

0

0

0

0

0

ol

ol

ol

0l

0

t0

0

6

2

3

1

0

0

0

0

0

0

0

0

Hr Tota1 q2 | 34 221 I2 105 oz I 38 r44 ql 0l ?18

15:30

15;45

15;00

16: 15

0

0

t-4

14 |

0

0

0

0

0

0

2

1

0

0

24

19

0

0

0

0

0

0

9

5

0

0

31

0

0

3

0

0

75

000

o1229

0s2a

0000

0000

0000

0

0

199

5l 00 0 0l 1s4

H|rotal 43 ra I 15 724 s4 i 01757

0 t2 33

o o | 3s3

0

0

0

0

ol

ol

ol

OL

L75

151

r96

215

15:30 0 a1

15:45 0

17:00 0

2 24 141

2 L6 1ol

0 1r- 11 |

u o )z z> |

0 5 s4 271

0 5 93 26J

0 s 79 221

o r-o 25 1l

0 11 37 1 

|

L'l :15 1 1 23 18 | 0 14 49 3l

0

0

0

0

0

0

0

0

Hr Total 1 5 74 s3l 0 23 278 100 i

0 3 83 141

0 s 66 15i

0 47 744 12l

o I 36 1l

0 7 3s 4 |

17;30 0 1 11 11 |

L7:45 0 0 19 14 |

o o 0 0l

0 0 0 0l

0l 737

168

1,66

Hr ToEal 0 1 30 251 0 I )-49 30 | 0 15 7r ol 334

*TOTAL* zL5 | 8].2 342 |

),47 670 43 | ol 267 I
NW 1ST STREET & NW 1ST AVENUE

MIAMI , FI,ORIDA

COUM|ED BY: REY LOPEZ

SIGNALIZED

Traffic survey SpecialisEs, rnc.

624 Gardenia Terrace

nFlrev RF:.h Fl^rida 33444

Phone (561) 2'12-3255

ALL VEHICLES

Site Code : 00140055

St.art Date: 03/20/14

File I.D. : 1ST_lAVE

Page : 2

ttl

ljlfurn LefE Thru Right I UTurn Left Thru Right I UTurn Left Thru RighE I UTurn Left Thru Rj.ght

NW 1ST AVENUE

From North

lNw 1ST STREET

I rrom East

I 08 ' 30

JNW 1ST AVENUE

From SouLh

I oB:30

INW 1ST STREET

I From West

I Total

Date 03/20/L4 ------

Peak Hour Analysis By Ent.ire Intersection for the Period: 07:30 to 09:30 on 03/20/14

Peak start. 08:30

Volume L 72 105 62

Percent 1* 7* 58* 34t

Pk total l-8 0

Highest 09:15

Volume013515

Hi Eotal 51

PHF .88

NW 1ST AVENUE

105 0

22r

>z

oz-^ r,0 5 313

180

I o 3e 744 e2l o

I ot i.4* s3* 34r I or

| 274 | 264

| 09:1s I oa,as

I o e 4s 271 o

I s1 | 77

| .Bs | .86

I

34 227 9l

13r 84r 3r I

I

I

L2 62 3l

I

I

08:30

0

0t

0

07:30

0

0

.0

000

0t 0* 0r

6Z 13

13

NW 1ST STREET

34 I44 240

62

493 [

I

--l ALL VEHICLES 

--l

__-l . A!! vr',.*r_.-Lr!D 

[]

| | 274 r-44

ll,-

| ,*o 2s6 L ,'

lrro I rntersect ion rotal I 

-

|718|" lll-I NW lST STREET

407

L44

38

13

n

.34

264 ;----r

38 - 227

105

0

L43

NW 15

34

AVENUE

22L
NW 1ST STREET & NliI ].ST AVENUE

MIAMI, FLORIDA

COUNTED BY: REY LOPEZ

SIGNAI,I ZED

Traffic Survey Specialists, Inc.

524 Gardeni"a Terrace

nFl ri\/ RF:.h Fl ^ri.ia 33444

Phone (56L) 272-3255

ALL VEHICLES

Site Code : 00140055

start Date: 03/20/L4

File I.D. : lST_lAVE

Page : 3

NW 1ST AVENUE

From North

lNr{ rs'l' slRE.si'r.' lNw lsT AVENUE

I From East I From South

I

UTurn Left Thru Right I UTurn Left Thru Right ] UTurn Left Thru Right lllurn LefE. Thru Right

lNw 1sT STREET

I From West

I

t otal

DaLe 03/20/14 -----

Peak Hour Analysis By Entire Intersect.ion for the Period: 16r00 to 18:00 on O3/20/L4

Peak start 17r00

voaume r 2

Percent 1t 2$

Pk total L2I

Highest. L7:15

Vol.ume 1 1

Hi t.ot.al 43

PHF .7O

NW 1ST STREET

40 32L 41,5

54

I tz: oo

64 s4l O 19 327 78

53? 45* | 0t st 77* 19t

| 418

| 1?: oo

23 181 0 6 93 26

I LZ)

I .s4

NW 1ST AVENU

17:00

040L579

0t 19t 76* 4t

206

17: 15

0

L5'7

t6

17:00

0000

0r 0r 0g 08

0

07:30

0000

0

.0

0

78

E

L4 49

54 64

54

L2L

ll 

-

lell ' 40

'6ll

;; ll 

----i;

tl NW 1ST AVENUE

235

)oA ,l

75'7

64

3s6 [

I

-1 ALL VEHICLES f- I

-l 

' ,.!! v''ur-u!rlD 

t ^: 

.

| | 4L8 32L

llr- t'l

| 4is 430 L tt

'lto I rntersect.ion Total | 

-

ll745l" ll

I NW lST STREET

289

32r

I9

3

n

9

L57
NW 1ST STREET & N}T 1ST AVENUE

MIAMI, FLORIDA

COUNTED BY: REY LOPEZ

SIGNALIZED

Traffic Survey Specialists, Inc.

524 Gardenia Terrace

DeLray Beach, Florlda 33444

Phone (561) 2'12-3255

PEDESTRIANS

Site Code : 00140065

SEart DaEe: 03/20/14

Fi]e I,D. : 1ST_1AVE

Page : 1

Left. Thru Righr peds I Lefr Thru Right Peds I Lefr Thru Righr. Peds I Left Thru Right Peds I Totat

DaLe 03/20/L4

NW 1ST AVENUE

From North

07:30 0 0

07:45 0 0

08:00 0 0

I Nw 1sr STREET

I Fr^h Frcts

I

INW 1ST AVENUE

| ! rom 5ouc.n

I

lNw 1sr STREET

l t rom wesc

I

0 0 0 61

0 0 0 63

0 0 0 ?0

08:15 0 0 0 52 | 0 0 0 4l 0 0 0 67 1

0 48

042

042

000r.

0000

0002

0

0

0

0

0

0

0

0

0

0

0

0

1? |

15 |

3l

aJ I

t27

12I

rt7

136

Hr lotaf u

08:30 0

08:45 0

09:00 0

o 1841

0 s8 |

o 82 |

o 61 |

0 0 7l o 0 26rl 49 ) s01

0

0

0

09:15 0 0 0 75 |

0 0 0 91

00012

0 0 0 9,

0006

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

1l

3l

2l

el

103

:-73

139

r73

o 3s I

o 76 1

o 67 1

0 83 |

Hr Tota] 0 0 276 |

rc I 0 26Ll o o 0 361 s88

15:30

15 :45

16:00

0 0l

0 0l

o 57 1

0 43 |

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o o o ol

o o o ol

o 0 o 3l

0 0 0 sl

00

o47

o o o ol

o o 0 0l

0 0 0 14 |

0 2s I 0 0 0 9l

0

0

t2r

82

Hr Total

L6:30

15:45

17:00

17:15

o 100 | 0 0 8l 0 72 1 0 23 | 203

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

o

0

0

0

o

0

0

0

o

<1 |

"-l

1n] |

q? |

68 |

4l

6l

3l

1l

78 |

1?O I

46 1

46 1

8l

4l

11 |

1l

151

24L

113

Hilr'ocat rel I

17:30 0 0 42 1

I'1 :45 0 0 0 32 |

14 |

0 0 0 2l

0 0 0 0l

lnn I

0 0 0 17 |

0 0 0 21 |

30 | 62'7

0 0 0 4 | 65

0 0 0 2 | ss

Hilr'ota1 u 0 74 1 0 0 2l 0 0 0 38 | 0 0 6 | 120

*TOTAL* cl? I 46 | 144 | 2039
'r\|+lt 1,

+*

+

.L

|'

t^

i3\t

I

I

\

I

M

XC

lln

$r

v

iq,

{ru

[io"v

Mru

_urvl

g

a2l

f.t

f

dou
Page 1

****************************************************************************t(***

Traffic Survey Specialists, Inc. 624 Gardenia Terrace

Delray Beach, Florida 33444 Phone (561) 2'72-3255

Volume Report w:-tln 24 Hour Totals

Data File Station Identification Start date Stop. date

City/Town

Location ****************

Mar 18

D03l_8003. PRN

00000003L702

009701450001_

Mar 18, 14

Mar 18, 14

Miami, Florida

Interval St.art time

Ql-nn l-ima vev}/

County

15 minutes

O0:00

24:00

Dade

NW 6 St Between NW 1 Ave & NW l- Ct ***************************************************************

Westbound Volume

End Time 00

---::--- --"-^

15 LZ 30 9

456 00 9

Hr Total 36

01 02

z5335l3Z

--:^ ---:

IJ Y

03 04

A1 AI010023

--- 

- 

---:

of,

05 06

3L2 393 15 925

18 6r

0'7 08

25 7'7

45 67

58 89

68 6L

196 294

09 10 11

65 79 8'7

73 18 83

66 85 67

91 85 93

-: : "- -::: -:: :

5Ul- 52t J5U

End Time 12

t_5 96

30 94

45 83

00 90

Hr Tota] 353

13 1,4

99 111

78 77

100 100

85 99

362 387

15 1,6

t-03 161

98 L42

156 205

L4L 151

498 669

T7 18

299 rr7

164 94 ]-46 81 r32 70

I+L 502

L9 20

63 53

54 37

70 33

36 23

223 146

21_ 22 23

19 13 13

19 11 11

t4 10 5

26 10 10

78 44 39

24 Hour Total :5508

AM peak hour beqins : 11:30

PM beak hour bedins : 15:30

AM peak volume : 350

PM peak volume z 829

Peak hour factor : 0.91

Peak hour factor : 0.69 *******************************************************************************
Traffic Survey Specialist.s, Inc. 624 Gardenia Terrace

Delray Beach, Florida 33444 Phone (561) 272-3255

Volume Report with 24 Hour Totals Daaa 1

*******Jr************************************************************************

Daca F l-l-e Station Identlfication StarL date Stop date citjr/rown

Locatron

**Jr*************

Mar 19

D0319003. PRN

00000003r702

009701450001

Mar L9, L4

Mar L9, t4 Miami, Florida

Interval Start time Stop time

County

15 minutes

00:00

24:00

Dade

NW 6 St Between NW l- Ave & NW 1 Ct ***************************************************************

Westbound Volume

End Time 00

J-f 30 4

45 1

00 9

Hr Total 29

02 03

L23001_ 55

>6

04 05

+5

z6

.A560 1r

>5U

06 07 0B

--:: 

rr ^-ro 58

11 44 62

12 59 64

23 70 74

57 209 258

09 10 1l_

66 91 9L

74 84 67

76 sB 85

79 7L 97 -;;a -;,; -;;;

01

2

2

l2

'7

End Time L2 13

15 119 58

30 87 16

45 69 96

00 80 74

Hr Total- 355 3\4

14 15

83 111

84 89

99 L26

99 l-3 s

3 55 461,

15 L] 18

L57 296 127 L2I 190 90

221 L24 88

I74 ]-02 67

673 7I2 372

L9 20 27

73 41 24

44 31 26

54 28 13

42 17 24

2L3 IT7 87

22 23

18 10

16 13

2L 22

1_7 9

72 54

24 Hour Total :5356

AIvI peak hour begins : 11:30

PM peak hour begins : 16:30

AM peak volume : 388

PM peak volume : BB1

Peak hour factor : 0.82

Peak hour factor t 0.74 *******************************************************************************
Traffic Survey Specialist.s, Inc. 624 Gardenia Terrace

; Delray Beach, Florida 33444 Phone (561) 272-3255

Vo]ume Report, with 24 Hour Totals Page I

***tr**rr************rr************************************************************

Dat.a File Station

Ident.if ication Start date Stop date

CitylTown

Locati-on

D0318004. PRN

00000003r703

0002]-0521057

Mar 18, 14

Mar 18, 14 Miami, Florida

fnterval Start time Stop time

laarrnfrr vvurruJ

15 minut.es

00:00

24:00

Dade

NW 5 St Between NW I Ave & NW f Ct

**rk****************************************************************************

Mar 1-B Eastbound Volume

End Time 00

----:--- ---:

15 |

30 7

455 00 2

Hr Total 2L

01 02

---; ---;

55

75

81

02

1-8 11

05 06

--;; --::

z5 I L

3'7 110

56 L43

80 t_55

196 489

07 0B 09

-::: -::: -:-- 202 285 28I

223 252 262

240 243 319

283 308 285 -;;; i;;; ,,;;

10 11

zot L>5 236 1,5'7 204 r47

^n 

d 1a- zvo ro /

-;;; _ 

ZZZ

03

1

2

3

1

!

---;

04

A

=

2

z

9

1-7

End Time 1,2

15 1_58

3 0 L71,

45 155

00 L49

Hr Total 644

13 t4

J-{ls r2Z

I44 126

1s8 109

153 118

598 505

15 16

98 88

A6 r 6a JO IZL

L02 L32

118 115

4L6 455

t7 1_8

1_63 93

L5'7 56

r51 88

115 62

585 299

1,9

- -:.

45

39

48

188

20

38

35

34

33

140

21 22 23

2L 2L L4

25 19 1_0

30 20 L2

35 18 L4

1l_1 78 50

24 Hour Total :9588

AM peak hour begins : 08:45

PM peak hour begins : 12:00

AM peak volume : 1170

PM peak volume : 644

Peak hour factor : 0.92

Peak hour factor : 0.94 **********************************************tr********************************
Traffic Survey Specialists, Inc. 624 Gardenia Terrace

Delray Beach, Florida 33444 Phone (551) 2'72-3255

Volume Report wit}:r 24 Hour Tota1s UAdA I

************************************************************JrJr******************

Data File Station Identification Start date

Qf-an dai-a v evt/

City/Town

Locatron

D03l-9004. PRN

00000003L703

0002L0521057

Mar L9, L4

Mar L9, L4

Miami, Florida

Interval Start time Stop t,ime

t/lnrrnl-rr vvurrul

l-5 minutes

00:00

24:00

Dade

NW 5 St BeLween NW 1 Ave & NW 1 Ct *******************************************************************************

Mar L9 Eastbound Volume

End Time 00

l_f, 6

30 4

452 00 6

Hr Total 20

01

4

z

r

_ _;;

vz --i

2

3

2

U

---;

J

z

A

=

-i;

11

l_f,r

I4I

135

I4I

568

04 05

416

528

5 55

10 10

25 L10

06 07 08

68 202 255

99 21,3 217

L40 282 248

183 316 310

490 1013 1030

09 10

2'7I 238

249 193

234 r70

23r L57

992 758

.E;no r']-me L2 ---i;--- -i;;

30 130 45 L28 00 153

Hr Total- 547

13 L4

744 131

r37 135

I27 98

130 122

538 487

1_5 L6

115 l-00

101 94

r23 131

116 r2L

455 446

18 L9 20

126 62 42

83 70 30

64 66 31

63 48 32

335 246 135

21 22

5+ Z> 24 2r 38 34

28 15

T24 99

L7

l-f,6

181

r40

l-09

588

23

I+

I4

I\J

20

3t'

24 Hour Tot.al z 9L53

AM peak hour begins : 08:30

PM peak hour begins : 16245

AM peak volume : l-085

PM peak volume : 500

Peak hour factor : 0. 88

Peak hour facLor : 0.83 *****rr************************************************** ***********************
Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Flori-da 33444 Phone (561) 272-3255

Vol-ume Report with 24 Hour Tota]s 9AdA I

********************************************************************************

l.d.Ld. .c _LJ_e Station fdentification Start date Stop date

^. , - t^

e r|-y /'r'own Locat:-on

DO318OO1. PRN

00000003t704

000058410087

Mar 18, L4

Mar 18, L4

Miaml, Florida

Interval Start time

Ql- an l- i ma v uvt/

t/aarrnFrr vv urru J

15 minutes

00:00

24:00

Dade

NW I Ave Between NW 3 St & NW 5 St

**********************Jr********************************************************

Mar 18 Northbound Volume for Lane lljnc|. r'l_me ---i;---

JU

45

*- -:- -.-

.FIr '1'Otal.

01 02

---: --.-;

I l-lt27

997LO

- -:: - -::

55 5 |

03 04

---: ---;

f,U323l_ 02

--.-t- ---:

II f

05 06 07

---: ---: IJ28

2515

41327

11 19 26

18 40 96

08 09

31 28 28 33 29 47 24 52

rr2 160

10 11

52 48

58 38

63 39

4L 53

zz+ L t6

00

o

1

3

-i;

End Time L2

15 44

30 51

45 54

00 50

Hr Total I99

13 14 15

49 37 65 45 42 55 50 42 53 53 47 46

797 168 2L9

1,7 18

tz +v 51 23 55 26

a4 oz z ^- I

-: ; : -.-::

z+v Lz>

I6

47

52

47

'7L

2L7

t9

- -;:z)

15

I4

I2

--)-

20 2I

---: --.:

6L2

159 r0 10

11 9

44 40

22

I

--:^

z+

23

IU

9

!

5

z5

24 Hour Total : 2488

AM peak hour begins : 09:45

PM peak hour begins -. 16:45

AM peak volume : 235

PM peak volume z 249

Peak hour factor : 0.86

Peak hour factor : 0.85 *******************************************************************************

Mar 18 Southbound Volume for Lane 2

End Time 00

152 30 0

450 00 0

Hr Total 2

01 02

11- 00012T

a<

03 04

o2101004

26

05 05

1'l 'tA II I=

529

11 J. I Z+^A 2L 20

--,: --:-

+6 6l

07 08

35 69

54 64

37 55

51 93

I71 282

09

78

9L

75

69

5-1 5

10 11

hl <\

74 41,

45 34

43 36

^^- 

a A? z,z I l_.io

End Time 12 13

15 40 44 30 28 49 45 31 35 00 45 43

Hr Total L44 L'lL

14 15

JI 25

28 L4

^t zI zo^-

40 24

L26 8'7

16 I'7

zo 5b

z! ^i r+ 35 r7

19 18

IUJ. c'3

18 t9 20

-:: ---: 18 7 5

r74t_ 144B

645

55 19 19

2L 22 23

266

41,4

232

306

11 10 18

24 Hour Total : 2142

AM peak hour begins : 08:45

PM peak hour begins -. L2 :45

AM peak volume : 33'7

PM peak volume : ]-73

Peak hour factor : 0.91

Peak hour factor : 0.88 *******************************************************************x***********
Traffic Survey Specialists, Inc. 624 Gardenia Terrace

Delray Beach, Florida 33444 Phone (561) 2'72-3255

Volume Report w:-thr 24 Hour Totals Page 2

********************************************************************************

IJata t.'rl-e Station Identification Start date Stop. date

City/Town Location

D0318001-. PRN

00000003L704

000058410087

Mar 18, L4

Mar 18, L4

Miami, Flori-da

Interval- Start time Stop time

^^, 

rhtsr, \-(JLTJ.TLY

15 minutes

00: O0

24:00

Dade

NW l- Ave Between NW 3 St & NW 5 St *******************************************************************************

Mar 18 Total Volume for A11 Lanes

.Eind '1'1me ---i;---

30

45

00

Hr Total

00

o

1

!

3

0

LZ

01

-_-.

L2

9

9

36

02 03

LZ5

.-t A

I= 10 4

t_1_ 0

+U I.J

04 05

2L2

27

1 15

7 o 52^ --ii --ee

05 07

L1 63

34 69

37 54

39 77

r27 213

08 09

l-00 t-06 92 L24 85 L22 LT'7 L2T

394 4'73

10 11

L]-7 83

L42 79

to8 13

84 89

45L 324

End Time L2

15 84

30 79

45 85

00 95

Hr Total 343

1_3 1,4

93 68

94 70

85 69

96 87

368 294

15 16

88 73

69 73

79 82

70 90

305 3l_8

20 21,

I-J I4

16 13

18 L2

L6 L2

-- 

-: 

--::

05 5t

22 23 --"-: --:--

l_5 l_b 8 13 437LL

34 43

I7

108

55

72

80

325

18

67

40

40

33

180

19

--;^

5Z

L9

1B

16

85

24 Hour Total : 4630

AM peak hour begins : 09:30

PM peak hour begins : 13: O0

AM peak volume : 502

PM peak volume : 368

Peak hour factor : 0.88

Peak hour factor : 0.96

****************************************************Jr**************************
Traffic Survey Specialists, Inc. 624 Gardenia Terrace

Delray Beach, Florida 33444 Phone (561) 272-3255

Vol-ume Report with 24 Hour Total-s Daaa 1

********************************************************************************

Tdent.ification : 000058410087

Data File Station

Start date Stop date

City/Town

Locatron

: D0319001-.PRN

:00000003I704

: Mar ]-9, 14

: Mar 19, 14

: Miami, Florida

Interval- Start time Stop time

^^,,st* \-vLrrrLy

15 minutes

00:00

24:00

Dade

: NW I Ave Between NW 3 St & NW 5 St *******************************************************************************

Mar L9 Northbound Volume for Lane 1

End Time 00

l_5 3

30 2

453

00 I

Hr Total- 9

UI VZ

---; ---;

zv

41'7L

11

L43

03 04

---: ---;

+-J

11

01

1_0

--- 

- 

---:

ol

05 06

44

5 10

47

5L9

19 40

07 08

l_8 28

19 27

15 33

19 37

7L ]-25

09 10 11

^: :: 3't 52 32

38 58 50

41 40 51

3'7 51 44

153 20L L77

::1 iiT:

t-5

30

45 38

00 51

Hr rotal ri4 L6e 183 -;;o -;;; -;;e - Jo

24 Hour Tota1 : 2375

50

35

l-3

4I

40

44

44

L+

-;;

48

49

44

15

oz

64

54

40

15

55

5U

64

6Z

L1

67

54

75

40

1B

42

32

25

2L

20

10

1B

8

I2

+6

L9

1_3

1B

2I

1,6

58

21 22 23

19 B I

L255

674

9 13 5

46 33 23

AM peak hour begins : 10:00

PM peak hour begins z 16:45

AM peak vol-ume : 20L

PM peak vol-ume : 258

Peak hour fact.or : 0.87

Peak hour factor : 0. 85 *******************************************************************************

Mar 19 Southbound Volume for L,ane 2

End Time 00

---;:--- ---:

J.5 J

JU I

450 00 2

Hr Total 6

01 02

10

00

00

41

---:

fI

03 04

vz

ZL^a13L2

48

05 06

---: --::

5 l-5 7]-9

13 27

16 27

41 88

07 08

43 5'7

38 s9

69 58

64 75

2L4 249

no

- _;;

78

64

61

284

10 11

53 46

36 29

47 40

33 32

rbv L+ I

End Time 12

---::--- --;:

If 5U

30 31 45 30

00 38

Hr Total L29

13 t4

34 29 47 36

38 29

41 28

150 122

15 16

30 32 25 22

35 24

32 26

L23 LO4

17 18

zv zL

36 r7

24 L6

257

Il4 61

t_9

_Lf

7

5

- -;;

zv

--t;

2

I

4

24

2L

4

3

4

4

--;:

If

22 23

1l '75

41

2 1,L

14 t-8

24 Hour Total : 2]-33

AM peak hour begins : 0B:45

PM peak hour begins : 13:00

AIvl peak volume ; 292

PM peak volume : 160

Peak hour factor : 0.94

Peak hour factor : 0.85

***********************Jr******************J.************************************
Page 2

********Jr***********************************************************************

Traffic Survey Specialists, Inc. 624 Gardenia Terrace

Delray Beach, Florida 33444 Phone (551) 212-3255

Volume Report wiLln 24 Hour Total-s

rjata b l- 1e Station Identification Start date Stop date

^, , - t^

e rLy / r'own

Location

D0319001. PRN

00000003L704

000058410087

Mar 19, 14

Mar L9, L4

Miami, Florida

fnterval Start time Stop time

na' '* F'. \-\rLrrruy

15 mrnutes

00:00

24:00

Dade

NW 1 Ave Between NW 3 St & NW 5 St *******************************************************************************

Mar L9 Total Volume for A11 Lanes

End Time 00

rf o

30 3

453

nn ?

;;-;;;;i --i;

01 02

?n

41

7I

52

L>+

03 04

+5

5Z

L4

zz^^ --i; --i,

0s 05 07

9 19 6r L2 29 57 L7 34 84 22 46 83

50 L28 285

0B 09

85 LL2

85 116

91 105

LL2 IO4

374 431

10 11

I.Uf, IO

94 19

87 9L

84 16

5MZ+

End Time L2

1s 80 30 66 45 68 00 89

Hr Tota1 303

t_3 t4

75 7r 87 84 82 78 85 72

329 30s

l_6 L7

88 96

72 90

88 99

88 65

335 350

18 L9

63 28

49 25

4L 25

28 22

l-81_ t_01

l_5

92

B9

90

72

343

20

20

20

I6

15

- -;:

IZ

2I

- -::

z5

15

10

13

-- 

-: o_L

22

q

L2

11

15

+t

z5

-;

11

5

16

4I

24 Hour Total :4508

AM peak hour begins : 08:45

PM peak hour beqins z 1,6 -.45

AM peak volume z 445

PM peak volume : 3'73

Peak hour factor : 0.95

Peak hour factor : 0.94 **rk***********************************************************rr*Jr**************
Daao 'l

********************************************************************************

Traffic Survey Speci-a1ists, Inc. 624 Gardenia Terrace

i Delray Beach, Florida 33444 Phone (561) 2'72-3255

Volume Report wiLh 24 Hour Total-s

Ijata F 1l-e Station Identification Start date Stop date

CitylTown

Locatron

DO31BO02. PRN

000000031705

0001]-02s2089

Mar 18, 14

Mar 18, 14 Mlami, Florida

Interval Start time Stop time

/1arrn!rr \-\JUttLy

15 minutes

0O:00

24:00

Dade

NW 2 Ave Between NW 3 St & NW 4 St

***************************Jr rk** *********************tr**********************

Mar 18 Northbound Volume for Lane lEnd Time

I3

30

45

00

*--:-. -.-

HLIOLal.

00 01

1'7 7

1,4 11

74

53

43 25

02 03

11 3

5231

anzv

--;t ---.

04 05

---: --"-:

z15

05

I7

1 18

443

06 07

19 79

27 78

38 IO7

54 107

138 37L

08 09

106 113

77 LO1

81 130

92 113

355 463

10 11

80 85

100 4

74 53

62 64

315 206

E;no I'rme Lz ---i;--- --;;

30 ro7 45 85 00 73

*- -:-. -; -: _ Hilr'otral- ^ J 5U

l_3 L4

79 83

80 87

r_06 68

94 7r

359 309

15 16

107 76

B2 85

64 116

64 ]-1,4

3r7 392

t7 18

133 9r

r25 62

126 50

95 58

47 9 2'71,

19 20 --:" --:^

5l- z6 39 28 31 31 36 28

]-57 11_ 5

2L 22 23

29 14 L4

L4 19 16

24189

l_B 15 10

85 66 49

24 Hour Tot.al : 4949

AM peak hour begins : 09: O0

PM peak hour beqins : L6245

AI"1 peak volume : 463

PM peak volume : 498

Peak hour fact,or : 0. 89

Peak hour factor : 0.94

******************************************************************Jr************

Mar 18 Southbound Vo]ume for Lane 2

End Time 00

---.:--- ----

l_f, o

30 3

456 00 3

Hr Total 18

01

---:

f,

6

3

5

19

vz ---i

3

1

I

z

---:

---^

z

n

q

AT

--ri

04 05

4^z.+

27

5 10

4]-5

J.5 Jb

05 0'7

19 l-00

25 6'7

45 90

47 77

t_3 5 334

08 09

92 89

66 73

63 96

95 88

315 346

10 11

64 98

88 L2L

54 95

82 58

288 372

End Time 12

15 54

30 58

45 10

00 68

Hr Total 250

13 L4

tz o I

68 75

55 68

+t t4

-;;; -;;;

15 16

l_uu fb

56 62

54 60

55 6'/

z t3 z+>

19 20

^a 

a 6

zo 16

13 10

21 L4

249

84 51

2L 22 23

--: r_6 - 6 0

145

1487

20 10 9

--- --:^ )t z6 2I

I7

--::

39

50

4T

203

t-8

J-L

AA

=a29

22

LZO

24 Hour Total : 3772

AM peak hour begins : 10:45

PM peak hour begins : 14:15

AM peak volume z 396

PM peak volume : 3]-7

Peak hour factor : 0.82

Peak hour factor : O.'79

*******************************************************************************
Traffic Survey Specialists, Inc. 624 Gardenia Terrace

Delray Beach, Florida 33444 Phone (551) 272-3255

Volume Report w:-th 24 Hour Totals Page 2

********************************************************************************

Ijata F 1te

St.ation Identification Start date Stop. date

City/Town

Location ****************

Mar 18

D0318002. PRN

000000031705

000110252089

Mar 18, L4

Mar 18, 14

Miami, Florida

Interval Start ti-me Stop time

County

l5 minutes

00:00

24200

Dade

NW 2 Ave Between NW 3 St & NW 4 St ***************************************************************

Total Volume for A11 Lanes

End Time 00

l_l zJ

30 L'7

45 l-3

00 8

Hr Total 61

01 02

12 L2

I'7 8

NAt=

84

44 28

03 04

---: ---:

5+

22

66

45

T'7 L'7

05 05

L7 38

t2 52

17 83

33 101

79 274

07 08

T'79 198

L45 L43

L97 L44

L84 r87

705 672

09 10 11

202 r44 183 180 188 r25 226 1,28 r48 20r r44 L22

809 604 578

End Time L2

l-5 L+ I

30 165

45 15s OO L4L

Hr Total 608

L4 1-5

15 0 20'7

L62 148

136 118

L45 119

593 592

n- l-o L I

- 

',; 

-;r,

t4 8 1,64

L76 L76

181 l-35

637 682

18 19

r22 '7'7

106 52

89 52

B0 60

397 241

20 2L

46 45

38 2L

45 38

37 38

L66 L42

22 23

20 L4

23 2\

26 16

25 L9

94 '70

1-3

t_5 t_

L48

L7t

L4]-

6t-1

24 Hour Total z 8727

AM peak hour begins : 09:00

PM peak hour begins : 16:30

AM peak volume : 809

PM beak volume : 727

Peak hour factor : 0.89

Peak hour factor : 0. 88 **tr************************************************************t(***************
Traffic Survey Specialists, Inc. 624 Gardenia Terrace

Delray Beach, Fl-orida 33444 Phone (551) 272-3255

Vol-ume Report with 24 Hour Totals Page I

********************************************************************************

Data File Station Identification Start date Stop date City/rown

Location

D03 1 9002. PRN

000000031705

000110252089

Mar t9, L4

Mar \9, L4

Miami, Florida

Interval Start time Stop time

t/aarrnt-rr vvurruJ

l-5 mrnutes

00:00

24:00

Dade

NW 2 Ave Between NW 3 St & NW 4 St *******************************************************************************

Mar 19 Northbound Volume for Lane 1

_Eino r'l_me ---i;---

JU

45

00

Hr Total01_ 02

88

64

23

68

22 23

03 04

44

55

23

13

13 t_5

05 05

:/ l_b

)zv 10 34 14 6'7

07 0B 09

6L 93 105

81 111- s 9

98 L22 l_08 IT4 99 LL7

350 425 390

10 t-l-

>6 t)

95 85

a^ 6n oz ou 9s 99

350 339

00

T2

11

10

I

41,

End Time L2

15 75 30 1-0s

45 90

00 89

Hr Total 359

13 14

7r l_08

1- 04 96 '78 42

108 87

351_ 333

i_5 L6

t_06 89

87 97

96 LL1

76 13r

355 434

L7 18

L52 ]-25

L49 108

Il-7 7L

113 6L

531 355

19 20

44 48 59 38 43 43 24 20

L70 r49

2L 22 23

27 28 1l_

28 28 L7

29 27 15

18 15 L4

L02 98 57

24 Hour Total : 5471

AM peak hour begins z O7:45

PM peak hour begins : 15:30

AIvl peak vol-ume : 440

PM peak volume : 549

Peak hour factor : 0.90

Peak hour factor : 0.90 *******************************************************************************

Mar L9 Southbound Volume for Lane 2

End Time 00

I)

454

00 5

Hr Total 25

01 02

81

54

2L

52

208

03 04

h<

10

13

58

--"-: --:,

J-5 L+

05 06

---: --;:

+15

9t9

11 37

12 46

36 1,1,7

U I U6 -i;; --;;

66 79

L06 77

LVZ 65

-;;; -,;;

09 1-0 1l_

-;^ --;-

tz /o 6l

84 73 58

81 62 81

103 70 63

340 28L 263

.und '1'r_me ---i;---

5U

45

00

Hr Total

13 t4

63 96

64 96

54 73

55 72

246 331

15 1_6

13 66

62 53

77 97

64 87

276 303

L7 18

98 66

62 31

54 34

43 27

257 l_s8

19 20

34 L4 31_ 24 31 2L 10 t_5

105 74

21 22

19 15

15 10 L4 18

L7 11

-- 

-- 

--::

of, f+

I2

69

60

62

85

275

23

7

3

8

7

- -::

z5

24 Hour Total : 3986

AM peak hour begins : 07:00

PM peak hour begins : 15:30

AM peak volume : 379

PM peak vol-ume -. 344

Peak hour factor : 0.89

Peak hour factor : 0.88 ************************Jrrk*********************************************rk*******
Traffic Survey Specialists, Inc. 624 Gardenia Terrace i Delray Beach, Florida 33444 Phone (561) 212-3255

Volume Report with 24 Hour Totals Page 2

**************************************************rr*****************************

uata f r-l-e

Stat.ion Identification Start date Stop date ^, , - ,^ vrLy / r'own

Location

D031-9002. PRN

000000031-705

0001L0252089

Mar L9, L4

Mar L9, L4 Miami, Florida

Interval Start time Stop time

^^r 

r5tst, \-\JLTIILY

15 minutes

O0:00

24:00

Dade

NW 2 Ave Between NW 3 St & NW 4 St *********************************************************rr*********:t***********

Mar L9 Total- Vol-ume for A11 Lanes

.E;nd r'r-me ---i;---

30

45

00

Hr 'totar

0t- 02

--: 

- 

---:

l_o

11 I

44

11 10

42 31

03 04

l-0 7

75

35

5 l-l_

26 29

05 06 --"; --:;

l_5 5 l_

L4 39 21, 7r

25 113

74 254

07 0B

]-66 158

153 190

204 L99

2L6 L82

739 739

09 10 11

LlB L'74 136

L43 168 L43

18 9 L24 l_ 51

220 165 L62

730 631 602

00

21

1_B

1AI=

1_3

oo

.bjno r'1me r2 ---i;--- -lil

30 165 45 r52 00 L-t 4

Hr Total 634

13 L4

L34 204 158 r92 r32 115 r'73 l-59

607 670

15 16

r79 155 I49 r50 r73 2]-4 140 2L8

641, 737

L7 18

250 191

2I1, 13 9

I71, 10 5

156 88

788 s23

L9 20

'78 62 90 52 74 64 34 35

276 223

21, 22 23

46 43 18

43 38 20

43 45 23

35 26 2L

L67 752 82

24 Hour Total z 9463

AM peak hour begins : 07:30

PM peak hour begins : 15:30

AM peak volume : '7'78

PM peak volume : 893

Peak hour factor : 0.90

Peak hour factor : 0.89

**********************************Jr********************************************
8/30/2013 

Print Date: 

Asset

PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8

0 0 0 0 0 0 0 0 - SBT - WBT - NBT - - Splits

2302 NW 2 Av&NW 1 St DOW-6 N/A 0 0 N/A 

TOD

Op Mode Plan # Cycle Offset Settin

TOD

Intersection Schedule

TOD Schedule Report

for 2302: NW 2 Av&NW 1 St

Phase Walk Don't Walk Min Initial Max Limit Max 2 Yellow Red

Phase Bank

1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3

Veh Ext

1 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 02 7 - 7 - 7 13 - 13 - 13 7 - 7 - 7 1 - 1 - 1 51 - 51 - 51 0 - 51 - 51 4 13 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 04 7 - 7 - 7 12 - 12 - 12 7 - 7 - 7 2 - 2 - 2 31 - 31 - 31 41 - 31 - 31 4 15 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 06 7 - 7 - 7 13 - 13 - 13 7 - 7 - 7 1 - 1 - 1 51 - 51 - 51 0 - 51 - 51 4 17 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 08 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 0

Last In Service 

Permitted PhDefault External PermExternal PermExternal Perm

Active Phase Bank: Phase Bank 1 -SBT -WBT -NBT --
Cycle

Current

TOD Schedule Plan Ring Offset Offset

Green Time

2 70 0 40 0 20 0 40 0 0 0 03 100 0 50 0 40 0 50 0 0 0 24 110 0 65 0 35 0 65 0 0 0 975 90 0 41 0 39 0 41 0 0 0 726 100 0 40 0 50 0 40 0 0 0 547 90 0 63 0 17 0 63 0 0 0 288 90 0 45 0 35 0 45 0 0 0 29 90 0 56 0 24 0 56 0 0 0 210 90 0 53 0 27 0 53 0 0 0 6611 100 0 58 0 32 0 58 0 0 0 4112 100 0 50 0 40 0 50 0 0 0 8713 90 0 45 0 35 0 45 0 0 0 8014 100 0 56 0 34 0 56 0 0 0 5015 100 0 56 0 34 0 56 0 0 0 5016 100 0 56 0 34 0 56 0 0 0 5017 70 0 46 0 14 0 46 0 0 0 5819 70 0 35 0 25 0 35 0 0 0 1320 90 0 55 0 25 0 55 0 0 0 1321 70 0 35 0 25 0 35 0 0 0 022 90 0 45 0 35 0 45 0 0 0 0

Time Local TOD Sc0000 0000 0600 0600 0700 0900 0900 1100 1300 1300 1600 1900 1900 2300 2300 

1 2 3 4 5 6 7 8 - SBT - WBT - NBT - - Time Function Settings * Day of Week Current Time of Day Function

0000 TOD OUTPUTS -------- SuM T W ThF S

Time Function Settings * Day of WeekLocal Time of Day Function0000 TOD OUTPUTS -------- SuM T W ThF S

7 - X6 - E5 - E4 - P3 - P2 - P1 - PBlanBlan8 - T

No Calendar Defined/Enabled

Page 2 of 2

8/17/2013 

Print Date: 

Asset

PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8

0 0 0 0 0 0 0 0 - SBT - EBT - NBT - - Splits

2323 NW 2 Av&NW 5 St DOW-7 N/A 0 0 N/A 

TOD

Op Mode Plan # Cycle Offset Settin

TOD

Intersection Schedule

TOD Schedule Report

for 2323: NW 2 Av&NW 5 St

Phase Walk Don't Walk Min Initial Max Limit Max 2 Yellow Red

Phase Bank

1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3

Veh Ext

1 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 02 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 1 - 1 - 1 44 - 44 - 44 0 - 44 - 44 4 13 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 04 7 - 7 - 7 7 - 7 - 7 7 - 7 - 7 2.5 - 2.5 - 2.5 38 - 38 - 38 55 - 40 - 40 4 15 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 06 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 1 - 1 - 1 44 - 44 - 44 0 - 44 - 44 4 17 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 08 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 0

Last In Service 

Permitted PhDefault External PermExternal PermExternal Perm

Active Phase Bank: Phase Bank 1 -SBT -EBT -NBT --
Cycle

Current

TOD Schedule Plan Ring Offset Offset

Green Time

2 90 0 50 0 30 0 50 0 0 0 714 90 0 50 0 30 0 50 0 0 0 775 90 0 50 0 30 0 50 0 0 0 776 100 0 44 0 46 0 44 0 0 0 627 70 0 40 0 20 0 40 0 0 0 278 100 0 45 0 45 0 45 0 0 0 259 90 0 45 0 35 0 45 0 0 0 6010 90 0 50 0 30 0 50 0 0 0 5611 100 0 58 0 32 0 58 0 0 0 9712 90 0 56 0 24 0 56 0 0 0 513 70 0 30 0 30 0 30 0 0 0 2614 100 0 58 0 32 0 58 0 0 0 7715 100 0 58 0 32 0 58 0 0 0 7716 100 0 58 0 32 0 58 0 0 0 7717 70 0 37 0 23 0 37 0 0 0 68

Time Local TOD Sc0000 0600 0730 0900 1000 1115 1145 1315 1545 1800 1815 1900 2100 

1 2 3 4 5 6 7 8 - SBT - EBT - NBT - - Time Function Settings * Day of Week Current Time of Day Function

0000 TOD OUTPUTS -------- SuM T W ThF S

Time Function Settings * Day of WeekLocal Time of Day Function0000 TOD OUTPUTS -------- SuM T W ThF S

7 - X6 - E5 - E4 - P3 - P2 - P1 - PBlanBlan8 - T

No Calendar Defined/Enabled

Page 2 of 2

8/17/2013 

Print Date: 

Asset

PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8

0 0 0 0 0 0 0 0 - SBT - WBT - NBT - EBT

Splits

2338 NW 2 Av&NW 8 St DOW-7 N/A 0 0 N/A 

TOD

Op Mode Plan # Cycle Offset Settin

TOD

Intersection Schedule

TOD Schedule Report

for 2338: NW 2 Av&NW 8 St

Phase Walk Don't Walk Min Initial Max Limit Max 2 Yellow Red

Phase Bank

1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3

Veh Ext

1 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 02 7 - 7 - 7 6 - 6 - 6 7 - 7 - 7 1 - 1 - 1 28 - 28 - 28 0 - 45 - 45 4 13 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 04 7 - 7 - 7 6 - 6 - 6 7 - 7 - 7 2 - 2 - 2 28 - 28 - 28 50 - 40 - 40 4 15 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 06 7 - 7 - 7 6 - 6 - 6 7 - 7 - 7 1 - 1 - 1 28 - 28 - 28 0 - 45 - 45 4 17 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 08 7 - 7 - 7 6 - 6 - 6 7 - 7 - 7 2 - 2 - 2 28 - 28 - 28 50 - 40 - 40 0 1

Last In Service 

Permitted PhDefault External PermExternal PermExternal Perm

Active Phase Bank: Phase Bank 1 -SBT -WBT -NBT -EBT
Cycle

Current

TOD Schedule Plan Ring Offset Offset

Green Time

1 60 0 19 0 31 0 19 0 31 0 424 60 0 19 0 31 0 19 0 31 0 185 60 0 19 0 31 0 19 0 31 0 07 100 0 18 0 72 0 18 0 72 0 428 100 0 45 0 45 0 45 0 49 0 239 90 0 40 0 40 0 40 0 44 0 8910 90 0 40 0 40 0 40 0 44 0 6511 100 0 55 0 35 0 55 0 39 0 3112 90 0 40 0 40 0 40 0 44 0 2713 70 0 29 0 31 0 29 0 35 0 914 90 0 62 0 18 0 62 0 18 0 4415 90 0 62 0 18 0 62 0 18 0 4416 100 0 75 0 15 0 75 0 15 0 68

Time Local TOD Sc0000 0600 0730 0900 1000 1115 1145 1315 1545 1800 1815 1900 2100 

1 2 3 4 5 6 7 8 - SBT - WBT - NBT - EBT

Time Function Settings * Day of WeekCurrent Time of Day Function0000 TOD OUTPUTS -------- SuM T W ThF S

Time Function Settings * Day of WeekLocal Time of Day Function0000 TOD OUTPUTS -------- SuM T W ThF S

7 - X6 - E5 - E4 - P3 - P2 - P1 - PBlanBlan8 - T

No Calendar Defined/Enabled

Page 2 of 2

8/17/2013 

Print Date: 

Asset

PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8

0 0 0 0 0 0 0 0 - SBT - WBT - NBT - - Splits

3288 NW 2 Av&NW 6 St DOW-7 N/A 0 0 N/A 

TOD

Op Mode Plan # Cycle Offset Settin

TOD

Intersection Schedule

TOD Schedule Report

for 3288: NW 2 Av&NW 6 St

Phase Walk Don't Walk Min Initial Max Limit Max 2 Yellow Red

Phase Bank

1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3

Veh Ext

1 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 02 0 - 0 - 0 0 - 0 - 0 15 - 15 - 15 1 - 1 - 1 36 - 36 - 36 0 - 42 - 42 4 13 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 04 7 - 7 - 7 15 - 15 - 15 7 - 7 - 7 2.5 - 2.5 - 2.5 16 - 16 - 16 42 - 42 - 42 4 15 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 06 0 - 0 - 0 0 - 0 - 0 15 - 15 - 15 1 - 1 - 1 36 - 36 - 36 0 - 42 - 42 4 17 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 08 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 0

Last In Service 

Permitted PhDefault External PermExternal PermExternal Perm

Active Phase Bank: Phase Bank 1 -SBT -WBT -NBT --
Cycle

Current

TOD Schedule Plan Ring Offset Offset

Green Time

2 90 0 49 0 31 0 49 0 0 0 644 90 0 49 0 31 0 49 0 0 0 725 90 0 49 0 31 0 49 0 0 0 726 100 0 35 0 55 0 35 0 0 0 507 60 0 28 0 22 0 28 0 0 0 148 100 0 55 0 35 0 55 0 0 0 869 90 0 50 0 30 0 50 0 0 0 4510 90 0 55 0 25 0 55 0 0 0 3811 100 0 61 0 29 0 61 0 0 0 8812 90 0 49 0 31 0 49 0 0 0 1413 70 0 45 0 15 0 45 0 0 0 5214 100 0 53 0 37 0 53 0 0 0 7815 100 0 25 0 65 0 25 0 0 0 1816 100 0 53 0 37 0 53 0 0 0 7817 70 0 45 0 15 0 45 0 0 0 22

Time Local TOD Sc0000 0600 0730 0900 1000 1115 1145 1315 1545 1800 1815 1900 2100 2300 

1 2 3 4 5 6 7 8 - SBT - WBT - NBT - - Time Function Settings * Day of Week Current Time of Day Function

0000 TOD OUTPUTS -------- SuM T W ThF S

Time Function Settings * Day of WeekLocal Time of Day Function0000 TOD OUTPUTS -------- SuM T W ThF S

7 - X6 - E5 - E4 - P3 - P2 - P1 - PBlanBlan8 - T

No Calendar Defined/Enabled

Page 2 of 2

9/14/2013 

Print Date: 

Asset

PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8

0 0 0 0 0 0 0 0 - SBT - - - NBT - EBT

Splits

3379 NW 2 Av&NW 2 St DOW-7 N/A 0 0 N/A 

TOD

Op Mode Plan # Cycle Offset Settin

TOD

Intersection Schedule

TOD Schedule Report

for 3379: NW 2 Av&NW 2 St

Phase Walk Don't Walk Min Initial Max Limit Max 2 Yellow Red

Phase Bank

1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3

Veh Ext

1 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 02 7 - 7 - 7 11 - 11 - 11 7 - 7 - 7 1 - 1 - 1 55 - 55 - 55 0 - 55 - 55 4 0.63 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 04 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 05 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 06 7 - 7 - 7 11 - 11 - 11 7 - 7 - 7 1 - 1 - 1 55 - 55 - 55 0 - 55 - 55 4 0.67 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 08 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 2.5 - 2.5 - 2.5 27 - 27 - 27 37 - 27 - 27 4 0.6

Last In Service 

Permitted PhDefault External PermExternal PermExternal Perm

Active Phase Bank: Phase Bank 1 -SBT ---NBT -EBT
Cycle

Current

TOD Schedule Plan Ring Offset Offset

Green Time

2 70 0 33 0 0 0 33 0 27 0 03 100 0 65 0 0 0 65 0 25 0 244 110 0 75 0 0 0 75 0 25 0 65 90 0 55 0 0 0 55 0 25 0 47 60 0 33 0 0 0 33 0 17 0 528 90 0 56 0 0 0 56 0 24 0 89 90 0 55 0 0 0 55 0 25 0 7210 90 0 67 0 0 0 67 0 13 0 6811 100 0 77 0 0 0 77 0 13 0 012 100 0 70 0 0 0 70 0 20 0 9413 90 0 60 0 0 0 60 0 20 0 8814 100 0 70 0 0 0 70 0 20 0 7415 100 0 70 0 0 0 70 0 20 0 7416 100 0 70 0 0 0 70 0 20 0 7417 70 0 47 0 0 0 47 0 13 0 6619 70 0 45 0 0 0 45 0 15 0 1220 90 0 60 0 0 0 60 0 20 0 821 70 0 45 0 0 0 45 0 15 0 022 90 0 60 0 0 0 60 0 20 0 0

Time Local TOD Sc0000 0000 0600 0600 0700 0900 0900 1100 1300 1300 1600 1900 1900 2300 2300 

1 2 3 4 5 6 7 8 - SBT - - - NBT - EBT

Time Function Settings * Day of WeekCurrent Time of Day Function0000 TOD OUTPUTS -------- SuM T W ThF S

Time Function Settings * Day of WeekLocal Time of Day Function0000 TOD OUTPUTS -------- SuM T W ThF S

7 - X6 - E5 - E4 - P3 - P2 - P1 - PBlanBlan8 - T

No Calendar Defined/Enabled

Page 2 of 2

8/30/2013 

Print Date: 

Asset

PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8

0 0 0 0 0 0 0 0 - SBT - WBT - NBT - EBT

Splits

3380 NW 2 Av&NW 3 St DOW-6 N/A 0 0 N/A 

TOD

Op Mode Plan # Cycle Offset Settin

TOD

Intersection Schedule

TOD Schedule Report

for 3380: NW 2 Av&NW 3 St

Phase Walk Don't Walk Min Initial Max Limit Max 2 Yellow Red

Phase Bank

1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3

Veh Ext

1 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 02 7 - 7 - 7 20 - 20 - 20 7 - 7 - 7 1 - 1 - 1 20 - 20 - 20 0 - 40 - 40 4 0.83 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 04 7 - 7 - 7 18 - 18 - 18 7 - 7 - 7 2.5 - 2.5 - 2.5 15 - 15 - 15 40 - 40 - 40 4 15 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 06 7 - 7 - 7 20 - 20 - 20 7 - 7 - 7 1 - 1 - 1 20 - 20 - 20 0 - 40 - 40 4 0.87 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 08 7 - 7 - 7 18 - 18 - 18 7 - 7 - 7 2.5 - 2.5 - 2.5 15 - 15 - 15 40 - 40 - 40 4 1

Last In Service 

Permitted PhDefault External PermExternal PermExternal Perm

Active Phase Bank: Phase Bank 1 -SBT -WBT -NBT -EBT
Cycle

Current

TOD Schedule Plan Ring Offset Offset

Green Time

2 70 0 35 0 25 0 35 0 25 0 93 100 0 65 0 25 0 65 0 25 0 314 110 0 70 0 30 0 70 0 30 0 95 90 0 55 0 25 0 55 0 25 0 856 100 0 61 0 29 0 61 0 29 0 827 60 0 29 0 21 0 29 0 21 0 448 90 0 51 0 29 0 51 0 29 0 29 90 0 52 0 28 0 52 0 28 0 2110 90 0 52 0 28 0 52 0 28 0 5011 100 0 54 0 36 0 54 0 36 0 5612 100 0 60 0 30 0 60 0 30 0 7913 90 0 54 0 26 0 54 0 26 0 7514 100 0 53 0 37 0 53 0 37 0 6815 100 0 53 0 37 0 53 0 37 0 6816 100 0 53 0 37 0 53 0 37 0 6819 70 0 35 0 25 0 35 0 25 0 020 90 0 54 0 26 0 54 0 26 0 8821 70 0 35 0 25 0 35 0 25 0 5122 90 0 54 0 26 0 54 0 26 0 85

Time Local TOD Sc0000 0000 0600 0600 0700 0900 0900 1100 1300 1300 1600 1900 1900 2300 2300 

1 2 3 4 5 6 7 8 - SBT - WBT - NBT - EBT

Time Function Settings * Day of WeekCurrent Time of Day Function0000 TOD OUTPUTS -------- SuM T W ThF S

Time Function Settings * Day of WeekLocal Time of Day Function0000 TOD OUTPUTS -------- SuM T W ThF S

7 - X6 - E5 - E4 - P3 - P2 - P1 - PBlanBlan8 - T

No Calendar Defined/Enabled

Page 2 of 2

8/17/2013 

Print Date: 

Asset

PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8

0 0 0 0 0 0 0 0 - SBT - WBT - NBT - EBT

Splits

3584 NW 1 Av&NW 3 St DOW-7 N/A 0 0 N/A 

TOD

Op Mode Plan # Cycle Offset Settin

TOD

Intersection Schedule

TOD Schedule Report

for 3584: NW 1 Av&NW 3 St

Phase Walk Don't Walk Min Initial Max Limit Max 2 Yellow Red

Phase Bank

1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3

Veh Ext

1 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 02 7 - 7 - 7 14 - 14 - 14 7 - 7 - 7 1 - 1 - 1 30 - 30 - 30 0 - 34 - 34 4 0.63 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 04 7 - 7 - 7 17 - 17 - 17 7 - 7 - 7 2.5 - 2.5 - 2.5 35 - 35 - 35 65 - 65 - 65 4 15 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 06 7 - 7 - 7 14 - 14 - 14 7 - 7 - 7 1 - 1 - 1 30 - 30 - 30 0 - 34 - 34 4 0.67 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 08 7 - 7 - 7 17 - 17 - 17 7 - 7 - 7 2.5 - 2.5 - 2.5 35 - 35 - 35 65 - 65 - 65 4 1

Last In Service 

Permitted PhDefault External PermExternal PermExternal Perm

Active Phase Bank: Phase Bank 1 -SBT -WBT -NBT -EBT
Cycle

Current

TOD Schedule Plan Ring Offset Offset

Green Time

2 90 0 34 0 46 0 34 0 46 0 344 90 0 34 0 46 0 34 0 46 0 485 90 0 34 0 46 0 34 0 46 0 486 100 0 30 0 60 0 30 0 60 0 587 60 0 40 0 10 0 40 0 10 0 568 100 0 32 0 58 0 32 0 58 0 729 90 0 39 0 41 0 39 0 41 0 4110 90 0 39 0 41 0 39 0 41 0 4411 100 0 26 0 64 0 26 0 64 0 7012 90 0 22 0 58 0 22 0 58 0 613 70 0 26 0 34 0 26 0 34 0 2214 100 0 32 0 58 0 32 0 58 0 2215 100 0 32 0 58 0 32 0 58 0 2216 100 0 32 0 58 0 32 0 58 0 2217 70 0 26 0 34 0 26 0 34 0 16

Time Local TOD Sc0000 0600 0730 0900 1000 1115 1145 1315 1545 1800 1815 1900 2100 

1 2 3 4 5 6 7 8 - SBT - WBT - NBT - EBT

Time Function Settings * Day of WeekCurrent Time of Day Function0000 TOD OUTPUTS -------- SuM T W ThF S

Time Function Settings * Day of WeekLocal Time of Day Function0000 TOD OUTPUTS -------- SuM T W ThF S

7 - X6 - E5 - E4 - P3 - P2 - P1 - PBlanBlan8 - T

No Calendar Defined/Enabled

Page 2 of 2

8/17/2013 

Print Date: 

Asset

PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8

0 0 0 0 0 0 0 0 - WBT - NBT - - - SBT

Splits

4972 NW 1 Av&NW 1 St DOW-7 N/A 0 0 N/A 

TOD

Op Mode Plan # Cycle Offset Settin

TOD

Intersection Schedule

TOD Schedule Report

for 4972: NW 1 Av&NW 1 St

Phase Walk Don't Walk Min Initial Max Limit Max 2 Yellow Red

Phase Bank

1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3

Veh Ext

1 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 02 7 - 7 - 7 18 - 18 - 18 7 - 7 - 7 2 - 2 - 2 54 - 54 - 54 0 - 56 - 56 4 13 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 04 7 - 7 - 7 13 - 13 - 13 7 - 7 - 7 2 - 2 - 2 28 - 28 - 28 56 - 56 - 56 4 15 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 06 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 07 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 08 7 - 7 - 7 13 - 13 - 13 7 - 7 - 7 2 - 2 - 2 28 - 28 - 28 56 - 56 - 56 4 1

Last In Service 

Permitted PhDefault External PermExternal PermExternal Perm

Active Phase Bank: Phase Bank 1 -WBT -NBT ---SBT
Cycle

Current

TOD Schedule Plan Ring Offset Offset

Green Time

2 90 0 45 0 35 0 0 0 35 0 444 90 0 45 0 35 0 0 0 35 0 585 90 0 45 0 35 0 0 0 35 0 586 100 0 55 0 35 0 0 0 35 0 847 60 0 29 0 21 0 0 0 21 0 448 100 0 40 0 50 0 0 0 50 0 209 90 0 35 0 45 0 0 0 45 0 1210 90 0 35 0 45 0 0 0 45 0 1211 100 0 35 0 55 0 0 0 55 0 2412 90 0 35 0 45 0 0 0 45 0 3213 70 0 26 0 34 0 0 0 34 0 814 100 0 55 0 35 0 0 0 35 0 4415 100 0 55 0 35 0 0 0 35 0 4416 100 0 55 0 35 0 0 0 35 0 4417 70 0 35 0 25 0 0 0 25 0 18

Time Local TOD Sc0000 0600 0730 0900 1000 1115 1145 1315 1545 1800 1815 1900 2100 2300 

1 2 3 4 5 6 7 8 - WBT - NBT - - - SBT

Time Function Settings * Day of WeekCurrent Time of Day Function0000 TOD OUTPUTS -------- SuM T W ThF S

Time Function Settings * Day of WeekLocal Time of Day Function0000 TOD OUTPUTS -------- SuM T W ThF S

7 - X6 - E5 - E4 - P3 - P2 - P1 - PBlanBlan8 - T

No Calendar Defined/Enabled

Page 2 of 2

8/17/2013 

Print Date: 

Asset

PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8

0 0 0 0 0 0 0 0 - - - NBT - EBT - SBT

Splits

5171 NW 1 Av&NW 5 St DOW-7 N/A 0 0 N/A 

TOD

Op Mode Plan # Cycle Offset Settin

TOD

Intersection Schedule

TOD Schedule Report

for 5171: NW 1 Av&NW 5 St

Phase Walk Don't Walk Min Initial Max Limit Max 2 Yellow Red

Phase Bank

1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3

Veh Ext

1 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 02 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 03 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 04 2 - 2 - 2 10 - 10 - 10 7 - 7 - 7 2.5 - 2.5 - 2.5 18 - 18 - 18 50 - 40 - 40 4 15 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 06 0 - 0 - 0 0 - 0 - 0 18 - 18 - 18 1 - 1 - 1 42 - 42 - 42 0 - 42 - 42 4 17 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 - 0 - 0 0 08 2 - 2 - 2 10 - 10 - 10 7 - 7 - 7 2.5 - 2.5 - 2.5 18 - 18 - 18 50 - 40 - 40 4 1

Last In Service 

Permitted PhDefault External PermExternal PermExternal Perm

Active Phase Bank: Phase Bank 1 ---NBT -EBT -SBT
Cycle

Current

TOD Schedule Plan Ring Offset Offset

Green Time

2 90 0 0 0 35 0 45 0 35 0 284 90 0 0 0 35 0 45 0 35 0 85 90 0 0 0 35 0 45 0 35 0 86 100 0 0 0 24 0 66 0 24 0 267 60 0 0 0 20 0 30 0 20 0 128 100 0 0 0 45 0 45 0 45 0 979 90 0 0 0 25 0 55 0 25 0 4510 90 0 0 0 22 0 58 0 22 0 4611 100 0 0 0 29 0 61 0 29 0 8212 90 0 0 0 19 0 61 0 19 0 8313 70 0 0 0 18 0 42 0 18 0 2114 100 0 0 0 29 0 61 0 29 0 3615 100 0 0 0 29 0 61 0 29 0 3616 100 0 0 0 29 0 61 0 29 0 3617 70 0 0 0 18 0 42 0 18 0 67

Time Local TOD Sc0000 0600 0730 0900 1000 1115 1145 1315 1545 1800 1815 1900 2100 2300 

1 2 3 4 5 6 7 8 - - - NBT - EBT - SBT

Time Function Settings * Day of WeekCurrent Time of Day Function0000 TOD OUTPUTS -------- SuM T W ThF S

Time Function Settings * Day of WeekLocal Time of Day Function0000 TOD OUTPUTS -------- SuM T W ThF S

7 - X6 - E5 - E4 - P3 - P2 - P1 - PBlanBlan8 - T

No Calendar Defined/Enabled

Page 2 of 2

APPENDIX F:

Growth Trend Analysis

Year Count* Trend**

2009 4600 4900

2010 5000 4700

2011 4900 4500

2012 4100 4300

2013 4000 4100

2016 N/A 3500

2028 N/A 1000

-210 2041 N/A -1800

53.3%

-4.08%

-5.14%

15-Apr-14

Highway:

TRAFFIC TRENDS

NW 10th Street -- 350 Feet East of NW 3rd Avenue County:

Station #:

2041 Design Year Trend

TRANPLAN Forecasts/Trends

2016 Opening Year Trend

Miami-Dade

7044

Traffic (ADT/AADT)

2028 Mid-Year Trend

NW 10th Street

Straight Line Growth Option *Axle-Adjusted

Trend Growth Rate (2013 to Design Year):

Printed:

** Annual Trend Increase:

Trend R-squared:

Trend Annual Historic Growth Rate:

-3000

-2000

-1000

0

1000

2000

3000

4000

5000

6000

2009 2014 2019 2024 2029 2034 2039

Average Daily

Traffic (Vehicles/Day)

Year

Observed Count

Fitted Curve

Year Count* Trend**

2009 7100 7700

2010 7200 6900

2011 7200 6100

2012 4600 5400

2013 4600 4600

2016 N/A 2300

2028 N/A -6800

-760 2041 N/A -16700

73.0%

-10.06%

-16.54%

15-Apr-14

Highway:

TRAFFIC TRENDS

NW 2nd Avenue -- 100 Feet South of NW 8th Street County:

Station #:

2041 Design Year Trend

TRANPLAN Forecasts/Trends

2016 Opening Year Trend

Miami-Dade

7062

Traffic (ADT/AADT)

2028 Mid-Year Trend

NW 2nd Avenue

Straight Line Growth Option *Axle-Adjusted

Trend Growth Rate (2013 to Design Year):

Printed:

** Annual Trend Increase:

Trend R-squared:

Trend Annual Historic Growth Rate:

-20000

-15000

-10000

-5000

0

5000

10000

2009 2014 2019 2024 2029 2034 2039

Average Daily

Traffic (Vehicles/Day)

Year

Observed Count

Fitted Curve
APPENDIX G:

Committed Development Traffic Assignment
Traffic Impact Analysis

for Submittal to Miami-Dade

County Public Works and

Waste Management

Department - Traffic

Engineering Division

[Year]

David Troemel

Dell Computer Corporation

[Pick the date]

ã2014 Kimley-Horn and Associates, Inc.

January 2014

043588000

Miami Worldcenter Plat 1

Miami, Florida

Prepared for:

Miami Worldcenter Associates, LLC

Boca Raton, Florida

Prepared by:

Kimley-Horn and Associates, Inc.

Fort Lauderdale, Florida
'Int 21'! 1 'Int 1'! 6 'Int 6'! 11 'Int 11'!

'Int 19'! 2 'Int 2'! 22 'Int 22'! 7 'Int 7'! 12 'Int 12'!

#

'Int 17'! 3'Int 3'! 8'Int 8'! 13 'Int 13'!

23 'Int 23'! 4

'Int 4'! 9'Int 9'! 14 'Int 14'!

(111)(40)

3613

22 (41)

# 'Int 16'! 5 'Int 5'! 10 'Int 10'! 15 'Int 15'!

0

(41)(111)

2236(30)(267)

61 (113)

10

##

(10)(144)(31)(267)

67817

##

# (31)

160

(144)(405)(267)

78144

88 (272)

(41)

6

(10) (10)

(31)

(20)

(10)(82)

(133) (10) 6

(10)

(31) 17

72

(51)

(436)

13 (40)

(10) 6

177

0

(10) 6

21

0

0

0

0 0

0 13 (10) 33

0317

0

24

(246)(10)(31)

0580

(152)(51)

(10) 6

(10)(30)(10)

(103)

(71)

(335)

(31)

0

(62) 33 0

0

3

10

0

137

17

(10) 3 (10) 3 (10) 6

6

55

(41) 22 23

(51) 16 (123) 53 (184) 86

42 (131) 33 (101) 3 (10)

11 (21) 48 (141) 58 (171) 10 (30) 3

1

0

1

00

42 (102) 0

901190

0

22340

(225)(10)(21)(243)

212 (498) 212

53

(498)(122) 53 (122)

(297)(323)

(21) 11 0

0

0 (154)

161104

(21) 11

83

0

0 0

0

0

55 (103) 0

0 55 (103) 7 (20) 7

3

122 (226)

1201260

(20)(10)

0100

(30)(374)(315)

0

(400)(123)(205)

(21)

000

17 (31) 17

71 0

66

111

11

(31)

(144)

0

6 (31) 10

21

06

0 (154) 76

0

10

0 0

10

0 0

0

111 (205)

017630

(5

0

45)

(30)

(31)

0

(51)

(554)

0

0

1

070

28

299

0

0

0 0

010

0

28 (51) 0 0

17630

0

0 0

(545)(30)

Figure 5

A.M. and P.M. Peak Hour Project Trip Assignment

Miami Worldcenter

Miami, Florida

N

NOT TO SCALE

Legend

Study Roadway

Study Intersection

XX A.M. Peak Hour Assignment

(XX) P.M. Peak Hour Assignment

© 2014

NE 9th Street

NE 8th Street

NE 7th Street

NE 2

nd Avenue

Biscayne Boulevard

NE 1

st Avenue

NE 6th Street

NE 5th Street

Hotel

Loop

Hotel

Valet Only

Residential

Loop

West Garage

Driveway

East Garage

Driveway

North Garage

Driveway

Tract B

Driveway #1

Tract B

Driveway #2

Tract B

Driveway #3

Turns right at driveway

south of NE 9th Street

N Miami Avenue

NE 11th Street

NE 10th Street
APPENDIX H:

Volume Development Worksheets
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: NW 8th St & NW 2nd Ave

COUNT DATE: March 19, 2014

AM PEAK HOUR FACTOR: 0.972

PM PEAK HOUR FACTOR: 0.861

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

AM Raw Turning Movements 9 473 73 14 95 7 24 80 90 27 169 66

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 9 473 73 14 95 7 24 80 90 27 169 66

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 31 222 32 16 203 26 132 255 57 11 103 59

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 31 222 32 16 203 26 132 255 57 11 103 59

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

19 33

TOTAL "VESTED" TRAFFIC 0 19 0 0 33 0 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 0 5 1 0 1 0 0 1 1 0 2 1

AM NON-PROJECT TRAFFIC 9 497 74 14 129 7 24 81 91 27 171 67

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

61 62

TOTAL "VESTED" TRAFFIC 0 61 0 0 62 0 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 0 2 0 0 2 0 1 3 1 0 1 1

PM NON-PROJECT TRAFFIC 31 285 32 16 267 26 133 258 58 11 104 60

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering 26.0% 5.0%

Distribution Exiting 4.0% 2.0% 22.0% 3.0%

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 21 5 2 26 4 4

AM TOTAL PROJECT TRAFFIC 0 21 0 0 5 2 26 4 0 4 0 0

AM TOTAL TRAFFIC 9 518 74 14 134 9 50 85 91 31 171 67

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 31 3 1 18 2 6

PM TOTAL PROJECT TRAFFIC 31 3 1 18 2 6

PM TOTAL TRAFFIC 31 316 32 16 270 27 151 260 58 17 104 60

Miami World Center

Miami World Center
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: NW 8th St & NW 1st Ct

COUNT DATE: March 19, 2014

AM PEAK HOUR FACTOR: 0.896

PM PEAK HOUR FACTOR: 0.913

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

AM Raw Turning Movements 441 80 13 118 22 18

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 441 80 13 118 22 18

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 248 44 9 157 58 50

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 248 44 9 157 58 50

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

19 33

TOTAL "VESTED" TRAFFIC 19 0 0 33 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 4 1 0 1 0 0

AM NON-PROJECT TRAFFIC 464 81 13 152 22 18

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

61 62

TOTAL "VESTED" TRAFFIC 61 0 0 62 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 2 0 0 2 1 1

PM NON-PROJECT TRAFFIC 311 44 9 221 59 51

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering 31.0%

Distribution Exiting 6.0% 2.0%

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 25 7 2

AM TOTAL PROJECT TRAFFIC 25 0 0 0 7 2

AM TOTAL TRAFFIC 489 81 13 152 29 20

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 37 4 2

PM TOTAL PROJECT TRAFFIC 37 4 2

PM TOTAL TRAFFIC 348 44 9 221 63 53

Miami World Center

Miami World Center
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: NW 8th St & NW 1st Ave

COUNT DATE: March 19, 2014

AM PEAK HOUR FACTOR: 0.919

PM PEAK HOUR FACTOR: 0.951

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

AM Raw Turning Movements 46 204 227 21 92 13 9 29 16 5 35 31

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 46 204 227 21 92 13 9 29 16 5 35 31

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 114 182 34 6 96 23 42 118 14 3 23 11

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 114 182 34 6 96 23 42 118 14 3 23 11

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

19 33

TOTAL "VESTED" TRAFFIC 0 19 0 0 33 0 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 0 2 2 0 1 0 0 0 0 0 0 0

AM NON-PROJECT TRAFFIC 46 225 229 21 126 13 9 29 16 5 35 31

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

61 62

TOTAL "VESTED" TRAFFIC 0 61 0 0 62 0 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 1 2 0 0 1 0 0 1 0 0 0 0

PM NON-PROJECT TRAFFIC 115 245 34 6 159 23 42 119 14 3 23 11

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering 31.0% 10.0% 2.0%

Distribution Exiting 2.0% 10.0%

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 2 12 25 8 -1 2

AM TOTAL PROJECT TRAFFIC 2 12 25 8 -1 0 0 0 0 0 2 0

AM TOTAL TRAFFIC 48 237 254 29 125 13 9 29 16 5 37 31

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 2 8 37 12 2

PM TOTAL PROJECT TRAFFIC 2 8 37 12 2

PM TOTAL TRAFFIC 117 253 71 18 159 23 42 119 14 3 25 11

Miami World Center

Miami World Center
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: NW 7th St & NW 2nd Ave

COUNT DATE: March 19, 2014

AM PEAK HOUR FACTOR: 0.861

PM PEAK HOUR FACTOR: 0.882

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

AM Raw Turning Movements 8 15 173 261

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 8 15 173 261

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 7 35 412 148

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 7 35 412 148

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 0 0 2 3

AM NON-PROJECT TRAFFIC 8 15 175 264

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 0 0 4 1

PM NON-PROJECT TRAFFIC 7 35 416 149

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering

Distribution Exiting 25.0%

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 30

AM TOTAL PROJECT TRAFFIC 0 0 30 0

AM TOTAL TRAFFIC 8 15 205 264

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 20

PM TOTAL PROJECT TRAFFIC 20

PM TOTAL TRAFFIC 7 35 436 149

Miami World Center

Miami World Center
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: NW 7th St & NW 1st Ct

COUNT DATE: March 19, 2014

AM PEAK HOUR FACTOR: 0.794

PM PEAK HOUR FACTOR: 0.783

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

AM Raw Turning Movements 12 48 59 20

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 12 48 59 20

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 34 101 38 11

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 34 101 38 11

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 0 0 1 0

AM NON-PROJECT TRAFFIC 12 48 60 20

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 0 1 0 0

PM NON-PROJECT TRAFFIC 34 102 38 11

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering

Distribution Exiting 8.0%

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 9

AM TOTAL PROJECT TRAFFIC 0 9 0 0

AM TOTAL TRAFFIC 12 57 60 20

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 6

PM TOTAL PROJECT TRAFFIC 6

PM TOTAL TRAFFIC 34 108 38 11

Miami World Center

Miami World Center
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: NW 6th St & NW 2nd Ave

COUNT DATE: March 19, 2014

AM PEAK HOUR FACTOR: 0.946

PM PEAK HOUR FACTOR: 0.889

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

AM Raw Turning Movements 80 140 34 50 150 200 61

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 80 140 34 50 150 200 61

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 66 608 71 133 308 117 45

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 66 608 71 133 308 117 45

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

6

TOTAL "VESTED" TRAFFIC 0 6 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 1 1 0 1 2 2 1

AM NON-PROJECT TRAFFIC 81 147 34 51 152 202 62

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

10

TOTAL "VESTED" TRAFFIC 0 10 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 1 6 1 1 3 1 0

PM NON-PROJECT TRAFFIC 67 624 72 134 311 118 45

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering

Distribution Exiting 18.0% 16.0% 25.0%

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 21 19 30

AM TOTAL PROJECT TRAFFIC 21 19 30 0 0 0 0

AM TOTAL TRAFFIC 102 166 64 51 152 202 62

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 15 13 20

PM TOTAL PROJECT TRAFFIC 15 13 20

PM TOTAL TRAFFIC 82 637 92 134 311 118 45

Miami World Center

Miami World Center
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: NW 6th St & NW 1st Ct

COUNT DATE: March 19, 2014

AM PEAK HOUR FACTOR: 0.974

PM PEAK HOUR FACTOR: 0.786

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

AM Raw Turning Movements 10 197 44 15 18 14 36

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 10 197 44 15 18 14 36

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 11 706 122 10 11 8 25

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 11 706 122 10 11 8 25

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

6

TOTAL "VESTED" TRAFFIC 0 6 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 0 2 0 0 0 0 0

AM NON-PROJECT TRAFFIC 10 205 44 15 18 14 36

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

10

TOTAL "VESTED" TRAFFIC 0 10 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 0 7 1 0 0 0 0

PM NON-PROJECT TRAFFIC 11 723 123 10 11 8 25

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering

Distribution Exiting 59.0% 8.0%

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 70 9

AM TOTAL PROJECT TRAFFIC 0 70 9 0 0 0 0

AM TOTAL TRAFFIC 10 275 53 15 18 14 36

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 48 6

PM TOTAL PROJECT TRAFFIC 48 6

PM TOTAL TRAFFIC 11 771 129 10 11 8 25

Miami World Center

Miami World Center
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: NW 6th St & NW 1st Ave

COUNT DATE: March 20, 2014

AM PEAK HOUR FACTOR: 0.878

PM PEAK HOUR FACTOR: 0.918

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

AM Raw Turning Movements 18 210 14 167 54 91 193

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 18 210 14 167 54 91 193

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 6 446 27 64 157 44 23

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 6 446 27 64 157 44 23

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

6

TOTAL "VESTED" TRAFFIC 0 6 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 0 2 0 2 1 1 2

AM NON-PROJECT TRAFFIC 18 218 14 169 55 92 195

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

10

TOTAL "VESTED" TRAFFIC 0 10 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 0 4 0 1 2 0 0

PM NON-PROJECT TRAFFIC 6 460 27 65 159 44 23

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering 8.0% 49.0%

Distribution Exiting 23.0% 15.0%

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 6 39 27 18

AM TOTAL PROJECT TRAFFIC 0 6 0 39 0 27 18

AM TOTAL TRAFFIC 18 224 14 208 55 119 213

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 9 58 18 12

PM TOTAL PROJECT TRAFFIC 9 58 18 12

PM TOTAL TRAFFIC 6 469 27 123 159 62 35

Miami World Center

Miami World Center
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: NW 5th St & NW 2nd Ave

COUNT DATE: March 20, 2014

AM PEAK HOUR FACTOR: 0.935

PM PEAK HOUR FACTOR: 0.943

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

AM Raw Turning Movements 30 1,026 160 181 152 28 234

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 30 1,026 160 181 152 28 234

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 26 342 68 472 109 19 156

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 26 342 68 472 109 19 156

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 0 10 2 2 2 0 2

AM NON-PROJECT TRAFFIC 30 1,036 162 183 154 28 236

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 0 3 1 5 1 0 2

PM NON-PROJECT TRAFFIC 26 345 69 477 110 19 158

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering 16.0% 12.0%

Distribution Exiting 18.0%

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 13 10 21

AM TOTAL PROJECT TRAFFIC 0 13 0 0 10 0 21

AM TOTAL TRAFFIC 30 1,049 162 183 164 28 257

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 19 14 15

PM TOTAL PROJECT TRAFFIC 19 14 15

PM TOTAL TRAFFIC 26 364 69 477 124 19 173

Miami World Center

Miami World Center
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: NW 5th St & NW 1st Ct

COUNT DATE: March 20, 2014

AM PEAK HOUR FACTOR: 0.917

PM PEAK HOUR FACTOR: 0.947

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

AM Raw Turning Movements 30 1,170 18

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 30 1,170 18

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 20 490 13

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 20 490 13

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 0 12 0

AM NON-PROJECT TRAFFIC 30 1,182 18

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 0 5 0

PM NON-PROJECT TRAFFIC 20 495 13

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering 28.0%

Distribution Exiting

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 1 22

AM TOTAL PROJECT TRAFFIC 1 22 0

AM TOTAL TRAFFIC 31 1,204 18

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 33

PM TOTAL PROJECT TRAFFIC 33

PM TOTAL TRAFFIC 20 528 13

Miami World Center

Miami World Center
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: NW 5th St & NW 1st Ave

COUNT DATE: March 20, 2014

AM PEAK HOUR FACTOR: 0.92

PM PEAK HOUR FACTOR: 0.96

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

AM Raw Turning Movements 116 870 167 78 54 23 102

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 116 870 167 78 54 23 102

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 51 447 47 161 100 15 34

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 51 447 47 161 100 15 34

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 1 9 2 1 1 0 1

AM NON-PROJECT TRAFFIC 117 879 169 79 55 23 103

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 1 4 0 2 1 0 0

PM NON-PROJECT TRAFFIC 52 451 47 163 101 15 34

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering 28.0% 21.0%

Distribution Exiting 13.0% 10.0%

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 22 17 15 12

AM TOTAL PROJECT TRAFFIC 22 0 0 17 0 15 12

AM TOTAL TRAFFIC 139 879 169 96 55 38 115

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 33 25 10 8

PM TOTAL PROJECT TRAFFIC 33 25 10 8

PM TOTAL TRAFFIC 85 451 47 188 101 25 42

Miami World Center

Miami World Center
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: NW 4th St & NW 2nd Ave

COUNT DATE: March 20, 2014

AM PEAK HOUR FACTOR: 0.889

PM PEAK HOUR FACTOR: 0.91

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

AM Raw Turning Movements 7 7 322 62 82 302

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 7 7 322 62 82 302

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 55 71 501 4 10 213

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 55 71 501 4 10 213

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 0 0 3 1 1 3

AM NON-PROJECT TRAFFIC 7 7 325 63 83 305

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 1 1 5 0 0 2

PM NON-PROJECT TRAFFIC 56 72 506 4 10 215

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering 12.0%

Distribution Exiting 18.0%

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 10 21

AM TOTAL PROJECT TRAFFIC 0 0 10 0 0 21

AM TOTAL TRAFFIC 7 7 335 63 83 326

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 14 15

PM TOTAL PROJECT TRAFFIC 14 15

PM TOTAL TRAFFIC 56 72 520 4 10 230

Miami World Center

Miami World Center
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: NW 3rd St & NW 2nd Ave

COUNT DATE: March 20, 2014

AM PEAK HOUR FACTOR: 0.952

PM PEAK HOUR FACTOR: 0.949

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

AM Raw Turning Movements 28 235 46 44 97 41 56 302 138 47 225 39

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 28 235 46 44 97 41 56 302 138 47 225 39

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 12 70 13 71 318 54 103 434 50 23 176 77

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 12 70 13 71 318 54 103 434 50 23 176 77

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 0 2 0 0 1 0 1 3 1 0 2 0

AM NON-PROJECT TRAFFIC 28 237 46 44 98 41 57 305 139 47 227 39

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 0 1 0 1 3 1 1 4 1 0 2 1

PM NON-PROJECT TRAFFIC 12 71 13 72 321 55 104 438 51 23 178 78

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering 1.0% 11.0% 6.0%

Distribution Exiting 17.0% 1.0%

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 1 9 5 20 1

AM TOTAL PROJECT TRAFFIC 1 0 0 0 0 0 0 9 5 0 20 1

AM TOTAL TRAFFIC 29 237 46 44 98 41 57 314 144 47 247 40

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 1 13 7 14 1

PM TOTAL PROJECT TRAFFIC 1 13 7 14 1

PM TOTAL TRAFFIC 13 71 13 72 321 55 104 451 58 23 192 79

Miami World Center

Miami World Center
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: NW 3rd St & NW 1st Ave

COUNT DATE: March 20, 2014

AM PEAK HOUR FACTOR: 0.987

PM PEAK HOUR FACTOR: 0.921

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

AM Raw Turning Movements 30 289 46 133 10 104 68 196 103

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 30 289 46 133 10 104 68 196 103

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 39 102 47 254 51 97 144 81 43

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 39 102 47 254 51 97 144 81 43

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 0 3 0 1 0 1 1 2 1

AM NON-PROJECT TRAFFIC 30 292 46 134 10 105 69 198 104

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 0 1 0 3 1 1 1 1 0

PM NON-PROJECT TRAFFIC 39 103 47 257 52 98 145 82 43

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering 6.0% 5.0% 10.0%

Distribution Exiting 10.0%

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 5 4 8 12

AM TOTAL PROJECT TRAFFIC 5 0 0 0 4 0 8 12 0

AM TOTAL TRAFFIC 35 292 46 134 14 105 77 210 104

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 7 6 12 8

PM TOTAL PROJECT TRAFFIC 7 6 12 8

PM TOTAL TRAFFIC 46 103 47 257 58 98 157 90 43

Miami World Center

Miami World Center
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: SW 2nd St & NW 2nd Ave

COUNT DATE: March 20, 2014

AM PEAK HOUR FACTOR: 0.936

PM PEAK HOUR FACTOR: 0.92

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

AM Raw Turning Movements 52 139 65 447 234 51

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 52 139 65 447 234 51

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 41 60 41 557 236 24

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 41 60 41 557 236 24

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 1 1 1 4 2 1

AM NON-PROJECT TRAFFIC 53 140 66 451 236 52

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 0 1 0 6 2 0

PM NON-PROJECT TRAFFIC 41 61 41 563 238 24

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering 2.0% 15.0%

Distribution Exiting 16.0% 1.0%

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 2 12 19 1

AM TOTAL PROJECT TRAFFIC 2 0 0 12 19 1

AM TOTAL TRAFFIC 55 140 66 463 255 53

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 2 18 13 1

PM TOTAL PROJECT TRAFFIC 2 18 13 1

PM TOTAL TRAFFIC 43 61 41 581 251 25

Miami World Center

Miami World Center
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: NW 1st St & NW 2nd Ave

COUNT DATE: March 20, 2014

AM PEAK HOUR FACTOR: 0.956

PM PEAK HOUR FACTOR: 0.9

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

AM Raw Turning Movements 45 145 55 41 443 380 42

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 45 145 55 41 443 380 42

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 35 305 53 54 564 193 95

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 35 305 53 54 564 193 95

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 0 1 1 0 4 4 0

AM NON-PROJECT TRAFFIC 45 146 56 41 447 384 42

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 0 3 1 1 6 2 1

PM NON-PROJECT TRAFFIC 35 308 54 55 570 195 96

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering 15.0%

Distribution Exiting 11.0% 5.0%

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 12 13 6

AM TOTAL PROJECT TRAFFIC 0 0 0 0 12 13 6

AM TOTAL TRAFFIC 45 146 56 41 459 397 48

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 18 9 4

PM TOTAL PROJECT TRAFFIC 18 9 4

PM TOTAL TRAFFIC 35 308 54 55 588 204 100

Miami World Center

Miami World Center
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: NW 1st St & NW 1st Ave

COUNT DATE: March 20, 2014

AM PEAK HOUR FACTOR: 0.925

PM PEAK HOUR FACTOR: 0.866

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

AM Raw Turning Movements 38 144 92 34 221 9 13 105 62

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 38 144 92 34 221 9 13 105 62

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 19 321 78 40 157 9 3 64 54

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 19 321 78 40 157 9 3 64 54

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 0 1 1 0 2 0 0 1 1

AM NON-PROJECT TRAFFIC 38 145 93 34 223 9 13 106 63

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 0 3 1 0 2 0 0 1 1

PM NON-PROJECT TRAFFIC 19 324 79 40 159 9 3 65 55

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering 4.0% 6.0%

Distribution Exiting 4.0% 6.0%

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 3 5 5 7

AM TOTAL PROJECT TRAFFIC 0 0 3 0 5 0 5 7 0

AM TOTAL TRAFFIC 38 145 96 34 228 9 18 113 63

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 5 7 3 5

PM TOTAL PROJECT TRAFFIC 5 7 3 5

PM TOTAL TRAFFIC 19 324 84 40 166 9 6 70 55

Miami World Center

Miami World Center
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: Project Driveway & NW 6th Street

COUNT DATE: March 19, 2014

AM PEAK HOUR FACTOR: 0.92

PM PEAK HOUR FACTOR: 0.92

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT(1) NBR SBU SBL SBT(1) SBR

AM Raw Turning Movements 411

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 411

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 686

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 686

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 4

AM NON-PROJECT TRAFFIC 415

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 7

PM NON-PROJECT TRAFFIC 693

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering 57.0%

Distribution Exiting 15.0% 52.0%

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 18 45 61

AM TOTAL PROJECT TRAFFIC 18 45 61

AM TOTAL TRAFFIC 433 45 61

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 12 67 42

PM TOTAL PROJECT TRAFFIC 12 67 42

PM TOTAL TRAFFIC 705 67 42

Note: (1) NBT and SBT volumes based on NBT and WBR volumes at NW 6th Street & NW 1st Court

 and SBT volumes at NW 7th Street & NW 1st Court, respectively.

Miami World Center

Miami World Center
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: Project Driveway & NW 1st Avenue

COUNT DATE: March 19, 2014

AM PEAK HOUR FACTOR: 0.92

PM PEAK HOUR FACTOR: 0.92

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT(1) NBR SBU SBL SBT(1) SBR

AM Raw Turning Movements 61 284

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 61 284

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 179 65

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 179 65

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 1 3

AM NON-PROJECT TRAFFIC 62 287

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 2 1

PM NON-PROJECT TRAFFIC 181 66

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering 43.0%

Distribution Exiting 38.0%

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 45 35

AM TOTAL PROJECT TRAFFIC 45 0 0 35

AM TOTAL TRAFFIC 45 62 287 35

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 30 51

PM TOTAL PROJECT TRAFFIC 30 51

PM TOTAL TRAFFIC 30 181 66 51

Note: (1) NBT and SBT volumes based on NBT and WBR volumes at NW 6th Street & NW 1st Court

 and SBT volumes at NW 7th Street & NW 1st Court, respectively.

Miami World Center

Miami World Center
TRAFFIC VOLUMES

AT STUDY INTERSECTIONS

INTERSECTION: Project Driveway and NW 8th Street

COUNT DATE: March 19, 2014

AM PEAK HOUR FACTOR: 0.92

PM PEAK HOUR FACTOR: 0.92

"AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT(1) NBR SBU SBL SBT(1) SBR

AM Raw Turning Movements 468

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

AM EXISTING CONDITIONS 468

"PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

PM Raw Turning Movements 314

Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

PM EXISTING CONDITIONS 314

"AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

AM BACKGROUND TRAFFIC GROWTH 5

AM NON-PROJECT TRAFFIC 473

"PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

TOTAL "VESTED" TRAFFIC 0

Years To Buildout 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

PM BACKGROUND TRAFFIC GROWTH 3

PM NON-PROJECT TRAFFIC 317

"PROJECT DISTRUBUTION"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Pass-By Entering

Distribution Exiting

Net New Entering 31.0%

Distribution Exiting 2.0% 10.0%

"AM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 27 12

AM TOTAL PROJECT TRAFFIC 27 12

AM TOTAL TRAFFIC 500 12

"PM PROJECT TRAFFIC"

LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR

Project Pass - By

Trips Net New 39 8

PM TOTAL PROJECT TRAFFIC 39 8

PM TOTAL TRAFFIC 356 8

Note: (1) NBT and SBT volumes based on NBT and WBR volumes at NW 6th Street & NW 1st Court

 and SBT volumes at NW 7th Street & NW 1st Court, respectively.

Miami World Center

Miami World Center
APPENDIX I:

Synchro Worksheets
Existing Conditions
Timings Existing

5: NW 8th Street & NW 2nd Ave AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 9 473 14 95 24 80 27 169

Turn Type Perm NA Perm NA Perm NA Perm NA

Protected Phases 8 4 6 2

Permitted Phases 8 4 6 2

Detector Phase 8 8 4 4 6 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 23.0 23.0 23.0 23.0 23.0 23.0 23.0 23.0

Total Split (s) 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0

Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 23 (23%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green

Natural Cycle: 50

Control Type: Pretimed

Splits and Phases: 5: NW 8th Street & NW 2nd Ave
HCM 2010 Signalized Intersection Summary Existing

5: NW 8th Street & NW 2nd Ave AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

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

Lane Configurations

Volume (veh/h) 9 473 73 14 95 7 24 80 90 27 169 66

Number 3 8 18 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 0.99 0.98 1.00 0.98 1.00 0.99 1.00 0.99

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 1900 1810 1900 1900 1810 1900 1900 1810 1900 1900 1810 1900

Adj Flow Rate, veh/h 9 488 75 14 98 7 25 82 93 28 174 68

Adj No. of Lanes 0 1 0 0 1 0 0 1 0 0 1 0

Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97

Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5

Cap, veh/h 41 684 104 91 594 40 102 320 331 89 513 189

Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.15 0.15 0.15 0.45 0.45 0.45

Sat Flow, veh/h 10 1519 231 113 1320 90 136 711 736 110 1139 421

Grp Volume(v), veh/h 572 0 0 119 0 0 200 0 0 270 0 0

Grp Sat Flow(s),veh/h/ln 1759 0 0 1522 0 0 1584 0 0 1670 0 0

Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Cycle Q Clear(g_c), s 26.4 0.0 0.0 3.9 0.0 0.0 10.7 0.0 0.0 10.2 0.0 0.0

Prop In Lane 0.02 0.13 0.12 0.06 0.12 0.46 0.10 0.25

Lane Grp Cap(c), veh/h 828 0 0 725 0 0 753 0 0 791 0 0

V/C Ratio(X) 0.69 0.00 0.00 0.16 0.00 0.00 0.27 0.00 0.00 0.34 0.00 0.00

Avail Cap(c_a), veh/h 828 0 0 725 0 0 753 0 0 791 0 0

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00

Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00

Uniform Delay (d), s/veh 22.4 0.0 0.0 16.2 0.0 0.0 28.0 0.0 0.0 17.9 0.0 0.0

Incr Delay (d2), s/veh 4.7 0.0 0.0 0.5 0.0 0.0 0.9 0.0 0.0 1.2 0.0 0.0

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 BackOfQ(50%),veh/ln 13.8 0.0 0.0 2.0 0.0 0.0 5.1 0.0 0.0 5.1 0.0 0.0

LnGrp Delay(d),s/veh 27.1 0.0 0.0 16.7 0.0 0.0 28.8 0.0 0.0 19.1 0.0 0.0

LnGrp LOS C B C B

Approach Vol, veh/h 572 119 200 270

Approach Delay, s/veh 27.1 16.7 28.8 19.1

Approach LOS C B C B

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6 8

Phs Duration (G+Y+Rc), s 50.0 50.0 50.0 50.0

Change Period (Y+Rc), s 5.0 5.0 5.0 5.0

Max Green Setting (Gmax), s 45.0 45.0 45.0 45.0

Max Q Clear Time (g_c+I1), s 12.2 5.9 12.7 28.4

Green Ext Time (p_c), s 1.1 3.3 1.1 2.9

Intersection Summary

HCM 2010 Ctrl Delay 24.5

HCM 2010 LOS C
HCM Unsignalized Intersection Capacity Analysis Existing

6: NW 1st Ct & NW 8th Street AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (veh/h) 441 80 13 118 22 18

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90

Hourly flow rate (vph) 490 89 14 131 24 20

Pedestrians 1 12

Lane Width (ft) 12.0 12.0

Walking Speed (ft/s) 4.0 4.0

Percent Blockage 0 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 357

pX, platoon unblocked 0.75 0.75 0.75

vC, conflicting volume 591 707 546

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 292 447 233

tC, single (s) 4.1 6.4 6.2

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 98 94 97

cM capacity (veh/h) 933 413 595

Direction, Lane # EB 1 WB 1 NB 1

Volume Total 579 146 44

Volume Left 0 14 24

Volume Right 89 0 20

cSH 1700 933 479

Volume to Capacity 0.34 0.02 0.09

Queue Length 95th (ft) 0 1 8

Control Delay (s) 0.0 1.0 13.3

Lane LOS A B

Approach Delay (s) 0.0 1.0 13.3

Approach LOS B

Intersection Summary

Average Delay 1.0

Intersection Capacity Utilization 38.3% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Existing

7: NW 1st Ave & NW 8th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

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

Lane Configurations

Volume (veh/h) 46 204 227 21 92 13 9 29 16 5 35 31

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 50 222 247 23 100 14 10 32 17 5 38 34

Pedestrians 15 6 19 6

Lane Width (ft) 12.0 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0 4.0

Percent Blockage 1 1 2 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 726

pX, platoon unblocked 0.81 0.81 0.81 0.81 0.81 0.81

vC, conflicting volume 120 487 685 630 370 643 746 128

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 120 253 496 428 108 444 571 128

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

tC, 2 stage (s)

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

p0 queue free % 97 98 97 92 98 98 88 96

cM capacity (veh/h) 1442 1035 312 386 745 360 320 898

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

Volume Total 518 137 10 21 28 5 25 46

Volume Left 50 23 10 0 0 5 0 0

Volume Right 247 14 0 0 17 0 0 34

cSH 1442 1035 312 386 552 360 320 601

Volume to Capacity 0.03 0.02 0.03 0.05 0.05 0.02 0.08 0.08

Queue Length 95th (ft) 3 2 2 4 4 1 6 6

Control Delay (s) 1.1 1.6 16.9 14.9 11.9 15.2 17.2 11.5

Lane LOS A A C B B C C B

Approach Delay (s) 1.1 1.6 13.8 13.6

Approach LOS B B

Intersection Summary

Average Delay 3.3

Intersection Capacity Utilization 47.8% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Existing

8: NW 2nd Ave & NW 7th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 8 15 173 0 0 261

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86

Hourly flow rate (vph) 9 17 201 0 0 303

Pedestrians 10 10 5

Lane Width (ft) 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 1 1 0

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 366 339

pX, platoon unblocked 0.97 0.98 0.98

vC, conflicting volume 525 216 211

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 443 189 184

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 98 98 100

cM capacity (veh/h) 539 817 1333

Direction, Lane # WB 1 NB 1 SB 1

Volume Total 27 201 303

Volume Left 9 0 0

Volume Right 17 0 0

cSH 693 1700 1700

Volume to Capacity 0.04 0.12 0.18

Queue Length 95th (ft) 3 0 0

Control Delay (s) 10.4 0.0 0.0

Lane LOS B

Approach Delay (s) 10.4 0.0 0.0

Approach LOS B

Intersection Summary

Average Delay 0.5

Intersection Capacity Utilization 25.3% ICU Level of Service A

Analysis Period (min) 15
Timings Existing

10: NW 2nd Ave & NW 6th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

Lane Group WBT NBL NBT SBT

Lane Configurations

Volume (vph) 140 50 150 200

Turn Type NA Perm NA NA

Protected Phases 4 6 2

Permitted Phases 6

Detector Phase 4 6 6 2

Switch Phase

Minimum Initial (s) 7.0 15.0 15.0 15.0

Minimum Split (s) 27.0 21.0 21.0 21.0

Total Split (s) 40.0 60.0 60.0 60.0

Total Split (%) 40.0% 60.0% 60.0% 60.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 86 (86%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 50

Control Type: Pretimed

Splits and Phases: 10: NW 2nd Ave & NW 6th St
HCM 2010 Signalized Intersection Summary Existing

10: NW 2nd Ave & NW 6th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 80 140 34 50 150 0 0 200 61

Number 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.99 0.99 1.00 1.00 0.99

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 1710 1629 0 0 1629 1710

Adj Flow Rate, veh/h 84 147 36 53 158 0 0 211 64

Adj No. of Lanes 0 2 0 0 1 0 0 1 0

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

Percent Heavy Veh, % 0 5 0 5 5 0 0 5 5

Cap, veh/h 331 609 154 183 508 0 0 658 200

Arrive On Green 0.35 0.35 0.35 0.18 0.18 0.00 0.00 0.18 0.18

Sat Flow, veh/h 945 1740 440 251 923 0 0 1196 363

Grp Volume(v), veh/h 141 0 126 211 0 0 0 0 275

Grp Sat Flow(s),veh/h/ln 1581 0 1544 1174 0 0 0 0 1559

Q Serve(g_s), s 6.3 0.0 5.8 6.6 0.0 0.0 0.0 0.0 15.3

Cycle Q Clear(g_c), s 6.3 0.0 5.8 21.9 0.0 0.0 0.0 0.0 15.3

Prop In Lane 0.60 0.28 0.25 0.00 0.00 0.23

Lane Grp Cap(c), veh/h 553 0 540 691 0 0 0 0 857

V/C Ratio(X) 0.25 0.00 0.23 0.31 0.00 0.00 0.00 0.00 0.32

Avail Cap(c_a), veh/h 553 0 540 691 0 0 0 0 857

HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 0.33 0.33

Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00

Uniform Delay (d), s/veh 23.2 0.0 23.0 27.0 0.0 0.0 0.0 0.0 24.7

Incr Delay (d2), s/veh 1.1 0.0 1.0 1.1 0.0 0.0 0.0 0.0 1.0

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 2.9 0.0 2.6 5.4 0.0 0.0 0.0 0.0 6.9

LnGrp Delay(d),s/veh 24.3 0.0 24.0 28.2 0.0 0.0 0.0 0.0 25.7

LnGrp LOS C C C C

Approach Vol, veh/h 267 211 275

Approach Delay, s/veh 24.2 28.2 25.7

Approach LOS C C C

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6

Phs Duration (G+Y+Rc), s 60.0 40.0 60.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 55.0 35.0 55.0

Max Q Clear Time (g_c+I1), s 17.3 8.3 23.9

Green Ext Time (p_c), s 1.1 0.0 1.1

Intersection Summary

HCM 2010 Ctrl Delay 25.8

HCM 2010 LOS C
HCM Unsignalized Intersection Capacity Analysis Existing

11: NW 1st Ct & NW 6th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 10 197 44 15 18 0 0 14 36

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97

Hourly flow rate (vph) 0 0 0 10 203 45 15 19 0 0 14 37

Pedestrians 12 34 12 28

Lane Width (ft) 0.0 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0 4.0

Percent Blockage 0 3 1 2

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 363

pX, platoon unblocked

vC, conflicting volume 276 12 190 309 46 318 286 164

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 276 12 190 309 46 318 286 164

tC, single (s) 4.2 4.2 7.6 6.6 7.0 7.6 6.6 7.0

tC, 2 stage (s)

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

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

cM capacity (veh/h) 1232 1568 669 574 966 542 591 822

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

Volume Total 112 147 34 52

Volume Left 10 0 15 0

Volume Right 0 45 0 37

cSH 1568 1700 614 741

Volume to Capacity 0.01 0.09 0.06 0.07

Queue Length 95th (ft) 0 0 4 6

Control Delay (s) 0.7 0.0 11.2 10.2

Lane LOS A B B

Approach Delay (s) 0.3 11.2 10.2

Approach LOS B B

Intersection Summary

Average Delay 2.9

Intersection Capacity Utilization 30.8% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Existing

12: NW 1st Ave & NW 6th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 18 210 14 167 54 0 0 91 193

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88

Hourly flow rate (vph) 0 0 0 20 239 16 190 61 0 0 103 219

Pedestrians 18 13 6 11

Lane Width (ft) 0.0 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0 4.0

Percent Blockage 0 1 1 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 855

pX, platoon unblocked

vC, conflicting volume 266 6 455 312 19 342 304 156

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 266 6 455 312 19 342 304 156

tC, single (s) 4.2 4.2 7.6 6.6 7.0 7.6 6.6 7.0

tC, 2 stage (s)

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

p0 queue free % 100 99 37 89 100 100 82 74

cM capacity (veh/h) 1262 1584 300 579 1028 512 585 844

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

Volume Total 140 135 190 31 31 69 254

Volume Left 20 0 190 0 0 0 0

Volume Right 0 16 0 0 0 0 219

cSH 1584 1700 300 579 579 585 796

Volume to Capacity 0.01 0.08 0.63 0.05 0.05 0.12 0.32

Queue Length 95th (ft) 1 0 100 4 4 10 34

Control Delay (s) 1.2 0.0 35.5 11.6 11.6 12.0 11.6

Lane LOS A E B B B B

Approach Delay (s) 0.6 29.7 11.7

Approach LOS D B

Intersection Summary

Average Delay 13.4

Intersection Capacity Utilization 53.9% ICU Level of Service A

Analysis Period (min) 15
Timings Existing

13: NW 2nd Ave & NW 5th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

Lane Group EBT NBT SBL SBT

Lane Configurations

Volume (vph) 1026 181 28 234

Turn Type NA NA Perm NA

Protected Phases 4 6 2

Permitted Phases 2

Detector Phase 4 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0

Minimum Split (s) 23.0 21.0 21.0 21.0

Total Split (s) 50.0 50.0 50.0 50.0

Total Split (%) 50.0% 50.0% 50.0% 50.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 25 (25%), Referenced to phase 2:SBTL and 6:NBT, Start of Green

Natural Cycle: 45

Control Type: Pretimed

Splits and Phases: 13: NW 2nd Ave & NW 5th St
HCM 2010 Signalized Intersection Summary Existing

13: NW 2nd Ave & NW 5th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

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

Lane Configurations

Volume (veh/h) 30 1026 160 0 0 0 0 181 152 28 234 0

Number 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 0.99 1.00

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 0 1629 1710 1710 1629 0

Adj Flow Rate, veh/h 32 1091 170 0 193 162 30 249 0

Adj No. of Lanes 0 3 0 0 1 0 0 1 0

Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94

Percent Heavy Veh, % 0 5 0 0 5 5 5 5 0

Cap, veh/h 48 1742 282 0 366 308 88 645 0

Arrive On Green 0.45 0.45 0.45 0.00 0.90 0.90 0.15 0.15 0.00

Sat Flow, veh/h 107 3871 626 0 814 684 106 1434 0

Grp Volume(v), veh/h 484 402 407 0 0 355 279 0 0

Grp Sat Flow(s),veh/h/ln 1623 1482 1500 0 0 1498 1540 0 0

Q Serve(g_s), s 23.4 20.5 20.5 0.0 0.0 4.5 0.2 0.0 0.0

Cycle Q Clear(g_c), s 23.4 20.5 20.5 0.0 0.0 4.5 15.5 0.0 0.0

Prop In Lane 0.07 0.42 0.00 0.46 0.11 0.00

Lane Grp Cap(c), veh/h 730 667 675 0 0 674 733 0 0

V/C Ratio(X) 0.66 0.60 0.60 0.00 0.00 0.53 0.38 0.00 0.00

Avail Cap(c_a), veh/h 730 667 675 0 0 674 733 0 0

HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 0.33 0.33 1.00

Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00

Uniform Delay (d), s/veh 21.5 20.8 20.8 0.0 0.0 3.0 30.0 0.0 0.0

Incr Delay (d2), s/veh 4.7 4.0 4.0 0.0 0.0 2.9 1.5 0.0 0.0

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 11.3 9.1 9.2 0.0 0.0 2.1 7.3 0.0 0.0

LnGrp Delay(d),s/veh 26.2 24.8 24.7 0.0 0.0 5.9 31.5 0.0 0.0

LnGrp LOS C C C A C

Approach Vol, veh/h 1293 355 279

Approach Delay, s/veh 25.3 5.9 31.5

Approach LOS C A C

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6

Phs Duration (G+Y+Rc), s 50.0 50.0 50.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 45.0 45.0 45.0

Max Q Clear Time (g_c+I1), s 17.5 25.4 6.5

Green Ext Time (p_c), s 1.5 0.0 1.5

Intersection Summary

HCM 2010 Ctrl Delay 22.6

HCM 2010 LOS C
HCM Unsignalized Intersection Capacity Analysis Existing

14: NW 5th St & NW 1st Ct AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

Movement EBL EBT WBT WBR SBL SBR

Lane Configurations

Volume (veh/h) 30 1170 0 0 18 0

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 33 1272 0 0 20 0

Pedestrians 2 134 11

Lane Width (ft) 12.0 0.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 0 0 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 352 500

pX, platoon unblocked 0.80

vC, conflicting volume 11 634 13

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 11 0 13

tC, single (s) 4.2 6.9 7.0

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 98 98 100

cM capacity (veh/h) 1571 789 1043

Direction, Lane # EB 1 EB 2 EB 3 SB 1

Volume Total 287 509 509 20

Volume Left 33 0 0 20

Volume Right 0 0 0 0

cSH 1571 1700 1700 789

Volume to Capacity 0.02 0.30 0.30 0.02

Queue Length 95th (ft) 2 0 0 2

Control Delay (s) 1.0 0.0 0.0 9.7

Lane LOS A A

Approach Delay (s) 0.2 9.7

Approach LOS A

Intersection Summary

Average Delay 0.4

Intersection Capacity Utilization 36.1% ICU Level of Service A

Analysis Period (min) 15
Timings Existing

15: NW 1st Ave & NW 5th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

Lane Group EBT NBT SBL SBT

Lane Configurations

Volume (vph) 870 78 23 102

Turn Type NA NA Perm NA

Protected Phases 4 2 6

Permitted Phases 6 6

Detector Phase 4 2 6 6

Switch Phase

Minimum Initial (s) 18.0 7.0 7.0 7.0

Minimum Split (s) 23.0 21.0 23.0 23.0

Total Split (s) 50.0 50.0 50.0 50.0

Total Split (%) 50.0% 50.0% 50.0% 50.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 97 (97%), Referenced to phase 6:SBTL, Start of Green

Natural Cycle: 50

Control Type: Pretimed

Splits and Phases: 15: NW 1st Ave & NW 5th St
HCM 2010 Signalized Intersection Summary Existing

15: NW 1st Ave & NW 5th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

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

Lane Configurations

Volume (veh/h) 116 870 167 0 0 0 0 78 54 23 102 0

Number 7 4 14 5 2 12 1 6 16

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 0.99 1.00

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 0 1629 1710 1629 1629 0

Adj Flow Rate, veh/h 126 946 182 0 85 59 25 111 0

Adj No. of Lanes 0 3 0 0 2 0 1 2 0

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Percent Heavy Veh, % 0 5 0 0 5 5 5 5 0

Cap, veh/h 195 1560 310 0 814 518 525 1392 0

Arrive On Green 0.15 0.15 0.15 0.00 0.45 0.45 0.45 0.45 0.00

Sat Flow, veh/h 434 3467 689 0 1890 1152 1078 3176 0

Grp Volume(v), veh/h 466 391 397 0 72 72 25 111 0

Grp Sat Flow(s),veh/h/ln 1607 1482 1501 0 1547 1413 1078 1547 0

Q Serve(g_s), s 27.3 24.6 24.7 0.0 2.7 3.0 1.4 2.0 0.0

Cycle Q Clear(g_c), s 27.3 24.6 24.7 0.0 2.7 3.0 4.3 2.0 0.0

Prop In Lane 0.27 0.46 0.00 0.82 1.00 0.00

Lane Grp Cap(c), veh/h 723 667 675 0 696 636 525 1392 0

V/C Ratio(X) 0.64 0.59 0.59 0.00 0.10 0.11 0.05 0.08 0.00

Avail Cap(c_a), veh/h 723 667 675 0 696 636 525 1392 0

HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00

Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00

Uniform Delay (d), s/veh 35.0 33.9 33.9 0.0 15.9 15.9 17.2 15.7 0.0

Incr Delay (d2), s/veh 4.4 3.8 3.7 0.0 0.3 0.4 0.2 0.1 0.0

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 13.1 10.8 11.0 0.0 1.2 1.2 0.4 0.9 0.0

LnGrp Delay(d),s/veh 39.4 37.6 37.6 0.0 16.2 16.3 17.4 15.8 0.0

LnGrp LOS D D D B B B B

Approach Vol, veh/h 1254 144 136

Approach Delay, s/veh 38.3 16.2 16.1

Approach LOS D B B

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6

Phs Duration (G+Y+Rc), s 50.0 50.0 50.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 45.0 45.0 45.0

Max Q Clear Time (g_c+I1), s 5.0 29.3 6.3

Green Ext Time (p_c), s 1.4 0.0 1.4

Intersection Summary

HCM 2010 Ctrl Delay 34.3

HCM 2010 LOS C
HCM Unsignalized Intersection Capacity Analysis Existing

16: NW 2nd Ave & NW 4th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 7 7 322 62 82 302

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89

Hourly flow rate (vph) 8 8 362 70 92 339

Pedestrians 38 5 16

Lane Width (ft) 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 3 0 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 354 347

pX, platoon unblocked 0.96 0.93 0.93

vC, conflicting volume 963 451 469

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 796 367 388

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 97 99 91

cM capacity (veh/h) 296 594 1036

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

Volume Total 16 431 92 339

Volume Left 8 0 92 0

Volume Right 8 70 0 0

cSH 395 1700 1036 1700

Volume to Capacity 0.04 0.25 0.09 0.20

Queue Length 95th (ft) 3 0 7 0

Control Delay (s) 14.5 0.0 8.8 0.0

Lane LOS B A

Approach Delay (s) 14.5 0.0 1.9

Approach LOS B

Intersection Summary

Average Delay 1.2

Intersection Capacity Utilization 43.2% ICU Level of Service A

Analysis Period (min) 15
Timings Existing

17: NW 2nd Ave & NW 3rd St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 28 235 44 97 56 302 47 225

Turn Type Perm NA Perm NA Perm NA Perm NA

Protected Phases 4 8 6 2

Permitted Phases 4 8 6 2

Detector Phase 4 4 8 8 6 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 30.0 30.0 30.0 30.0 31.8 31.8 31.8 31.8

Total Split (s) 30.0 30.0 30.0 30.0 70.0 70.0 70.0 70.0

Total Split (%) 30.0% 30.0% 30.0% 30.0% 70.0% 70.0% 70.0% 70.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 0.8 0.8 0.8 0.8

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 4.8 4.8 4.8 4.8

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 31 (31%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green

Natural Cycle: 65

Control Type: Pretimed

Splits and Phases: 17: NW 2nd Ave & NW 3rd St
HCM 2010 Signalized Intersection Summary Existing

17: NW 2nd Ave & NW 3rd St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

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

Lane Configurations

Volume (veh/h) 28 235 46 44 97 41 56 302 138 47 225 39

Number 7 4 14 3 8 18 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 0.97 0.96 0.98 0.96 0.98 0.98 0.99 0.97

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 1629 1629 1710 1629 1629 1710 1629 1629 1710 1629 1629 1710

Adj Flow Rate, veh/h 29 247 48 46 102 43 59 318 145 49 237 41

Adj No. of Lanes 1 1 0 1 2 0 1 1 0 1 1 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

Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5

Cap, veh/h 292 329 64 143 534 211 685 687 313 542 878 152

Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.87 0.87 0.87 1.00 1.00 1.00

Sat Flow, veh/h 1048 1315 256 927 2138 845 941 1054 480 804 1347 233

Grp Volume(v), veh/h 29 0 295 46 72 73 59 0 463 49 0 278

Grp Sat Flow(s),veh/h/ln 1048 0 1570 927 1547 1436 941 0 1534 804 0 1580

Q Serve(g_s), s 2.2 0.0 17.3 4.8 3.7 4.0 0.9 0.0 6.7 0.7 0.0 0.0

Cycle Q Clear(g_c), s 6.3 0.0 17.3 22.2 3.7 4.0 0.9 0.0 6.7 7.4 0.0 0.0

Prop In Lane 1.00 0.16 1.00 0.59 1.00 0.31 1.00 0.15

Lane Grp Cap(c), veh/h 292 0 393 143 387 359 685 0 1000 542 0 1030

V/C Ratio(X) 0.10 0.00 0.75 0.32 0.19 0.20 0.09 0.00 0.46 0.09 0.00 0.27

Avail Cap(c_a), veh/h 292 0 393 143 387 359 685 0 1000 542 0 1030

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00

Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00

Uniform Delay (d), s/veh 32.1 0.0 34.6 44.9 29.5 29.6 2.4 0.0 2.8 0.4 0.0 0.0

Incr Delay (d2), s/veh 0.7 0.0 12.5 5.9 1.1 1.3 0.2 0.0 1.5 0.3 0.0 0.6

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 BackOfQ(50%),veh/ln 0.7 0.0 8.9 1.5 1.7 1.7 0.3 0.0 3.0 0.2 0.0 0.2

LnGrp Delay(d),s/veh 32.8 0.0 47.1 50.7 30.6 30.9 2.6 0.0 4.3 0.7 0.0 0.6

LnGrp LOS C D D C C A A A A

Approach Vol, veh/h 324 191 522 327

Approach Delay, s/veh 45.8 35.6 4.1 0.7

Approach LOS D D A A

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6 8

Phs Duration (G+Y+Rc), s 70.0 30.0 70.0 30.0

Change Period (Y+Rc), s * 4.8 5.0 * 4.8 5.0

Max Green Setting (Gmax), s * 65 25.0 * 65 25.0

Max Q Clear Time (g_c+I1), s 9.4 19.3 8.7 24.2

Green Ext Time (p_c), s 2.0 1.3 2.0 0.2

Intersection Summary

HCM 2010 Ctrl Delay 17.6

HCM 2010 LOS B

Notes

* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier.
Timings Existing

18: NW 1st Ave & NW 3rd St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

Lane Group EBL EBT WBL WBT NBL NBT SBT SBR

Lane Configurations

Volume (vph) 30 0 46 133 104 68 196 103

Turn Type Perm NA Perm NA Perm NA NA Perm

Protected Phases 4 8 6 2

Permitted Phases 4 8 6 2

Detector Phase 4 4 8 8 6 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 29.0 29.0 26.0 26.0 25.6 25.6 25.6 25.6

Total Split (s) 63.0 63.0 63.0 63.0 37.0 37.0 37.0 37.0

Total Split (%) 63.0% 63.0% 63.0% 63.0% 37.0% 37.0% 37.0% 37.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 0.6 0.6 0.6 0.6

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 4.6 4.6 4.6 4.6

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 72 (72%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 55

Control Type: Pretimed

Splits and Phases: 18: NW 1st Ave & NW 3rd St
HCM 2010 Signalized Intersection Summary Existing

18: NW 1st Ave & NW 3rd St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

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

Lane Configurations

Volume (veh/h) 30 0 289 46 133 10 104 68 0 0 196 103

Number 7 4 14 3 8 18 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 0.99 0.99 1.00 0.99 0.95 1.00 1.00 0.85

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 1710 1629 1710 1629 1629 1710 1629 1629 0 0 1629 1629

Adj Flow Rate, veh/h 30 0 292 46 134 10 105 69 0 0 198 104

Adj No. of Lanes 0 1 0 1 2 0 1 1 0 0 1 1

Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99

Percent Heavy Veh, % 5 5 5 5 5 5 5 5 0 0 5 5

Cap, veh/h 89 24 711 500 1693 125 260 528 0 0 528 380

Arrive On Green 0.58 0.00 0.58 0.58 0.58 0.58 0.32 0.32 0.00 0.00 0.11 0.11

Sat Flow, veh/h 85 41 1226 943 2919 216 889 1629 0 0 1629 1173

Grp Volume(v), veh/h 322 0 0 46 70 74 105 69 0 0 198 104

Grp Sat Flow(s),veh/h/ln 1352 0 0 943 1547 1588 889 1629 0 0 1629 1173

Q Serve(g_s), s 0.0 0.0 0.0 2.8 2.0 2.0 10.6 3.0 0.0 0.0 11.3 8.2

Cycle Q Clear(g_c), s 12.7 0.0 0.0 15.5 2.0 2.0 21.9 3.0 0.0 0.0 11.3 8.2

Prop In Lane 0.09 0.91 1.00 0.14 1.00 0.00 0.00 1.00

Lane Grp Cap(c), veh/h 823 0 0 500 897 921 260 528 0 0 528 380

V/C Ratio(X) 0.39 0.00 0.00 0.09 0.08 0.08 0.40 0.13 0.00 0.00 0.38 0.27

Avail Cap(c_a), veh/h 823 0 0 500 897 921 260 528 0 0 528 380

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33

Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00

Uniform Delay (d), s/veh 11.5 0.0 0.0 15.7 9.2 9.2 35.3 23.9 0.0 0.0 35.2 33.8

Incr Delay (d2), s/veh 1.4 0.0 0.0 0.4 0.2 0.2 4.6 0.5 0.0 0.0 2.0 1.8

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 BackOfQ(50%),veh/ln 5.1 0.0 0.0 0.8 0.9 0.9 2.9 1.4 0.0 0.0 5.4 2.8

LnGrp Delay(d),s/veh 12.9 0.0 0.0 16.1 9.4 9.4 39.9 24.4 0.0 0.0 37.3 35.6

LnGrp LOS B B A A D C D D

Approach Vol, veh/h 322 190 174 302

Approach Delay, s/veh 12.9 11.0 33.8 36.7

Approach LOS B B C D

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6 8

Phs Duration (G+Y+Rc), s 37.0 63.0 37.0 63.0

Change Period (Y+Rc), s * 4.6 5.0 * 4.6 5.0

Max Green Setting (Gmax), s * 32 58.0 * 32 58.0

Max Q Clear Time (g_c+I1), s 13.3 14.7 23.9 17.5

Green Ext Time (p_c), s 0.8 3.0 0.6 3.0

Intersection Summary

HCM 2010 Ctrl Delay 23.5

HCM 2010 LOS C

Notes

* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier.
Timings Existing

19: NW 2nd Ave & NW 2nd St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

Lane Group EBL EBR NBL NBT SBT

Lane Configurations

Volume (vph) 52 139 65 447 234

Turn Type Perm Perm Perm NA NA

Protected Phases 6 2

Permitted Phases 8 8 6

Detector Phase 8 8 6 6 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 22.0 22.0 22.6 22.6 22.6

Total Split (s) 30.0 30.0 70.0 70.0 70.0

Total Split (%) 30.0% 30.0% 70.0% 70.0% 70.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 0.6 0.6 0.6 0.6 0.6

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.6 4.6 4.6 4.6

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 24 (24%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 45

Control Type: Pretimed

Splits and Phases: 19: NW 2nd Ave & NW 2nd St
HCM Signalized Intersection Capacity Analysis Existing

19: NW 2nd Ave & NW 2nd St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

Movement EBL EBR NBL NBT SBT SBR

Lane Configurations

Volume (vph) 52 139 65 447 234 51

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.6 4.6 4.6 4.6

Lane Util. Factor 1.00 1.00 0.95 1.00

Frpb, ped/bikes 1.00 0.45 1.00 0.99

Flpb, ped/bikes 0.81 1.00 1.00 1.00

Frt 1.00 0.85 1.00 0.98

Flt Protected 0.95 1.00 0.99 1.00

Satd. Flow (prot) 1260 622 3067 1574

Flt Permitted 0.95 1.00 0.87 1.00

Satd. Flow (perm) 1260 622 2670 1574

Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94

Adj. Flow (vph) 55 148 69 476 249 54

RTOR Reduction (vph) 0 110 0 0 8 0

Lane Group Flow (vph) 55 38 0 545 295 0

Confl. Peds. (#/hr) 105 240 12 12

Turn Type Perm Perm Perm NA NA

Protected Phases 6 2

Permitted Phases 8 8 6

Actuated Green, G (s) 25.4 25.4 65.4 65.4

Effective Green, g (s) 25.4 25.4 65.4 65.4

Actuated g/C Ratio 0.25 0.25 0.65 0.65

Clearance Time (s) 4.6 4.6 4.6 4.6

Lane Grp Cap (vph) 320 157 1746 1029

v/s Ratio Prot 0.19

v/s Ratio Perm 0.04 c0.06 c0.20

v/c Ratio 0.17 0.24 0.31 0.29

Uniform Delay, d1 29.1 29.6 7.5 7.4

Progression Factor 1.00 1.00 1.24 0.58

Incremental Delay, d2 1.2 3.6 0.4 0.7

Delay (s) 30.3 33.2 9.8 5.0

Level of Service C C A A

Approach Delay (s) 32.4 9.8 5.0

Approach LOS C A A

Intersection Summary

HCM 2000 Control Delay 12.8 HCM 2000 Level of Service B

HCM 2000 Volume to Capacity ratio 0.29

Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.2

Intersection Capacity Utilization 58.8% ICU Level of Service B

Analysis Period (min) 15

c Critical Lane Group
Timings Existing

20: NW 2nd Ave & NW 1st St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

Lane Group WBT NBL NBT SBT

Lane Configurations

Volume (vph) 145 41 443 380

Turn Type NA Perm NA NA

Protected Phases 4 6 2

Permitted Phases 6

Detector Phase 4 6 6 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0

Minimum Split (s) 24.0 25.0 25.0 25.0

Total Split (s) 45.0 55.0 55.0 55.0

Total Split (%) 45.0% 55.0% 55.0% 55.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 2 (2%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 50

Control Type: Pretimed

Splits and Phases: 20: NW 2nd Ave & NW 1st St
HCM 2010 Signalized Intersection Summary Existing

20: NW 2nd Ave & NW 1st St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 45 145 55 41 443 0 0 380 42

Number 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.90 0.98 1.00 1.00 0.97

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 1710 1629 0 0 1629 1710

Adj Flow Rate, veh/h 47 151 57 43 461 0 0 396 44

Adj No. of Lanes 0 3 0 0 2 0 0 1 0

Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96

Percent Heavy Veh, % 0 5 0 5 5 0 0 5 5

Cap, veh/h 315 1072 375 135 1333 0 0 718 80

Arrive On Green 0.40 0.40 0.40 0.50 0.50 0.00 0.00 1.00 1.00

Sat Flow, veh/h 788 2681 938 185 2740 0 0 1435 159

Grp Volume(v), veh/h 95 79 81 260 244 0 0 0 440

Grp Sat Flow(s),veh/h/ln 1589 1482 1336 1443 1408 0 0 0 1595

Q Serve(g_s), s 3.8 3.4 3.9 0.0 10.5 0.0 0.0 0.0 0.0

Cycle Q Clear(g_c), s 3.8 3.4 3.9 9.5 10.5 0.0 0.0 0.0 0.0

Prop In Lane 0.50 0.70 0.17 0.00 0.00 0.10

Lane Grp Cap(c), veh/h 636 593 534 763 704 0 0 0 797

V/C Ratio(X) 0.15 0.13 0.15 0.34 0.35 0.00 0.00 0.00 0.55

Avail Cap(c_a), veh/h 636 593 534 763 704 0 0 0 797

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00

Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00

Uniform Delay (d), s/veh 19.1 19.0 19.2 14.9 15.1 0.0 0.0 0.0 0.0

Incr Delay (d2), s/veh 0.5 0.5 0.6 1.2 1.4 0.0 0.0 0.0 2.7

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 1.7 1.5 1.5 4.5 4.3 0.0 0.0 0.0 0.6

LnGrp Delay(d),s/veh 19.6 19.5 19.8 16.1 16.5 0.0 0.0 0.0 2.7

LnGrp LOS B B B B B A

Approach Vol, veh/h 255 504 440

Approach Delay, s/veh 19.6 16.3 2.7

Approach LOS B B A

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6

Phs Duration (G+Y+Rc), s 55.0 45.0 55.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 50.0 40.0 50.0

Max Q Clear Time (g_c+I1), s 2.0 5.9 12.5

Green Ext Time (p_c), s 2.2 0.0 2.2

Intersection Summary

HCM 2010 Ctrl Delay 12.0

HCM 2010 LOS B
Timings Existing

21: NW 1st Ave & NW 1st St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

Lane Group WBT NBL NBT SBL SBT SBR

Lane Configurations

Volume (vph) 144 34 221 13 105 62

Turn Type NA Perm NA Perm NA Perm

Protected Phases 2 4 8

Permitted Phases 4 8 8

Detector Phase 2 4 4 8 8 8

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 30.0 25.0 25.0 25.0 25.0 25.0

Total Split (s) 45.0 55.0 55.0 55.0 55.0 55.0

Total Split (%) 45.0% 55.0% 55.0% 55.0% 55.0% 55.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 20 (20%), Referenced to phase 2:WBTL, Start of Green

Natural Cycle: 55

Control Type: Pretimed

Splits and Phases: 21: NW 1st Ave & NW 1st St
HCM 2010 Signalized Intersection Summary Existing

21: NW 1st Ave & NW 1st St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing AM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 38 144 92 34 221 9 13 105 62

Number 5 2 12 7 4 14 3 8 18

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.81 0.99 0.96 0.99 0.98

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 1710 1629 1710 1710 1629 1629

Adj Flow Rate, veh/h 41 155 99 37 238 10 14 113 67

Adj No. of Lanes 0 2 0 0 1 0 0 2 1

Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93

Percent Heavy Veh, % 0 5 0 5 5 5 5 5 5

Cap, veh/h 159 597 371 113 668 27 170 1308 677

Arrive On Green 0.40 0.40 0.40 0.50 0.50 0.50 0.50 0.50 0.50

Sat Flow, veh/h 397 1492 927 145 1335 54 253 2616 1354

Grp Volume(v), veh/h 166 0 129 285 0 0 67 60 67

Grp Sat Flow(s),veh/h/ln 1609 0 1207 1533 0 0 1462 1408 1354

Q Serve(g_s), s 6.9 0.0 7.2 0.0 0.0 0.0 0.0 2.2 2.6

Cycle Q Clear(g_c), s 6.9 0.0 7.2 10.7 0.0 0.0 2.2 2.2 2.6

Prop In Lane 0.25 0.77 0.13 0.04 0.21 1.00

Lane Grp Cap(c), veh/h 643 0 483 807 0 0 774 704 677

V/C Ratio(X) 0.26 0.00 0.27 0.35 0.00 0.00 0.09 0.08 0.10

Avail Cap(c_a), veh/h 643 0 483 807 0 0 774 704 677

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00

Uniform Delay (d), s/veh 20.1 0.0 20.2 15.2 0.0 0.0 13.0 13.1 13.2

Incr Delay (d2), s/veh 1.0 0.0 1.4 1.2 0.0 0.0 0.2 0.2 0.3

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 3.2 0.0 2.6 5.0 0.0 0.0 1.0 0.9 1.0

LnGrp Delay(d),s/veh 21.0 0.0 21.5 16.4 0.0 0.0 13.3 13.3 13.4

LnGrp LOS C C B B B B

Approach Vol, veh/h 295 285 194

Approach Delay, s/veh 21.2 16.4 13.3

Approach LOS C B B

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 8

Phs Duration (G+Y+Rc), s 45.0 55.0 55.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 40.0 50.0 50.0

Max Q Clear Time (g_c+I1), s 9.2 12.7 4.6

Green Ext Time (p_c), s 0.0 1.8 1.8

Intersection Summary

HCM 2010 Ctrl Delay 17.5

HCM 2010 LOS B
Timings Existing

5: NW 8th Street & NW 2nd Avenue PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 31 222 16 203 132 255 11 103

Turn Type Perm NA Perm NA Perm NA Perm NA

Protected Phases 8 4 6 2

Permitted Phases 8 4 6 2

Detector Phase 8 8 4 4 6 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 23.0 23.0 23.0 23.0 23.0 23.0 23.0 23.0

Total Split (s) 40.0 40.0 40.0 40.0 60.0 60.0 60.0 60.0

Total Split (%) 40.0% 40.0% 40.0% 40.0% 60.0% 60.0% 60.0% 60.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 31 (31%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green

Natural Cycle: 55

Control Type: Pretimed

Splits and Phases: 5: NW 8th Street & NW 2nd Avenue
HCM 2010 Signalized Intersection Summary Existing

5: NW 8th Street & NW 2nd Avenue PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

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

Lane Configurations

Volume (veh/h) 31 222 32 16 203 26 132 255 57 11 103 59

Number 3 8 18 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 0.99 0.97 1.00 0.97

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 1900 1810 1900 1900 1810 1900 1900 1810 1900 1900 1810 1900

Adj Flow Rate, veh/h 36 258 37 19 236 30 153 297 66 13 120 69

Adj No. of Lanes 0 1 0 0 1 0 0 1 0 0 1 0

Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86

Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5

Cap, veh/h 80 486 66 58 523 64 274 510 108 70 566 310

Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.18 0.18 0.18 0.55 0.55 0.55

Sat Flow, veh/h 114 1390 189 56 1493 182 413 928 197 58 1029 564

Grp Volume(v), veh/h 331 0 0 285 0 0 516 0 0 202 0 0

Grp Sat Flow(s),veh/h/ln 1693 0 0 1731 0 0 1538 0 0 1651 0 0

Q Serve(g_s), s 2.4 0.0 0.0 0.0 0.0 0.0 24.2 0.0 0.0 0.0 0.0 0.0

Cycle Q Clear(g_c), s 15.2 0.0 0.0 12.5 0.0 0.0 30.4 0.0 0.0 6.1 0.0 0.0

Prop In Lane 0.11 0.11 0.07 0.11 0.30 0.13 0.06 0.34

Lane Grp Cap(c), veh/h 632 0 0 644 0 0 892 0 0 946 0 0

V/C Ratio(X) 0.52 0.00 0.00 0.44 0.00 0.00 0.58 0.00 0.00 0.21 0.00 0.00

Avail Cap(c_a), veh/h 632 0 0 644 0 0 892 0 0 946 0 0

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00

Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00

Uniform Delay (d), s/veh 26.0 0.0 0.0 25.2 0.0 0.0 30.5 0.0 0.0 11.5 0.0 0.0

Incr Delay (d2), s/veh 3.1 0.0 0.0 2.2 0.0 0.0 2.7 0.0 0.0 0.5 0.0 0.0

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 BackOfQ(50%),veh/ln 7.8 0.0 0.0 6.5 0.0 0.0 13.8 0.0 0.0 2.9 0.0 0.0

LnGrp Delay(d),s/veh 29.1 0.0 0.0 27.4 0.0 0.0 33.2 0.0 0.0 12.0 0.0 0.0

LnGrp LOS C C C B

Approach Vol, veh/h 331 285 516 202

Approach Delay, s/veh 29.1 27.4 33.2 12.0

Approach LOS C C C B

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6 8

Phs Duration (G+Y+Rc), s 60.0 40.0 60.0 40.0

Change Period (Y+Rc), s 5.0 5.0 5.0 5.0

Max Green Setting (Gmax), s 55.0 35.0 55.0 35.0

Max Q Clear Time (g_c+I1), s 8.1 14.5 32.4 17.2

Green Ext Time (p_c), s 1.9 2.5 1.8 2.4

Intersection Summary

HCM 2010 Ctrl Delay 27.7

HCM 2010 LOS C
HCM Unsignalized Intersection Capacity Analysis Existing

6: NW 1st Ct & NW 8th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (veh/h) 248 44 9 157 58 50

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91

Hourly flow rate (vph) 273 48 10 173 64 55

Pedestrians 3 34 15

Lane Width (ft) 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 0 3 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 357

pX, platoon unblocked 0.88 0.88 0.88

vC, conflicting volume 336 507 346

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 178 372 189

tC, single (s) 4.1 6.4 6.2

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 99 88 92

cM capacity (veh/h) 1200 536 714

Direction, Lane # EB 1 WB 1 NB 1

Volume Total 321 182 119

Volume Left 0 10 64

Volume Right 48 0 55

cSH 1700 1200 606

Volume to Capacity 0.19 0.01 0.20

Queue Length 95th (ft) 0 1 18

Control Delay (s) 0.0 0.5 12.4

Lane LOS A B

Approach Delay (s) 0.0 0.5 12.4

Approach LOS B

Intersection Summary

Average Delay 2.5

Intersection Capacity Utilization 34.1% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Existing

7: NW 1st Ave & NW 8th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

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

Lane Configurations

Volume (veh/h) 114 182 34 6 96 23 42 118 14 3 23 11

Sign Control Free Free Stop Stop

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) 120 192 36 6 101 24 44 124 15 3 24 12

Pedestrians 19 14 19 16

Lane Width (ft) 12.0 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0 4.0

Percent Blockage 2 1 2 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 726

pX, platoon unblocked 0.97 0.97 0.97 0.97 0.97 0.97

vC, conflicting volume 141 246 637 622 242 682 628 148

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 141 203 607 592 199 654 598 148

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

tC, 2 stage (s)

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

p0 queue free % 91 100 86 65 98 99 93 99

cM capacity (veh/h) 1405 1285 322 354 784 232 352 865

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

Volume Total 347 132 44 83 56 3 16 20

Volume Left 120 6 44 0 0 3 0 0

Volume Right 36 24 0 0 15 0 0 12

cSH 1405 1285 322 354 414 232 352 541

Volume to Capacity 0.09 0.00 0.14 0.23 0.14 0.01 0.05 0.04

Queue Length 95th (ft) 7 0 12 22 12 1 4 3

Control Delay (s) 3.2 0.4 17.9 18.2 15.1 20.7 15.7 11.9

Lane LOS A A C C C C C B

Approach Delay (s) 3.2 0.4 17.2 14.2

Approach LOS C B

Intersection Summary

Average Delay 6.9

Intersection Capacity Utilization 42.1% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Existing

8: NW 2nd Ave & NW 7th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 7 35 412 0 0 148

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88

Hourly flow rate (vph) 8 40 468 0 0 168

Pedestrians 11 9 11

Lane Width (ft) 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 1 1 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 366 339

pX, platoon unblocked 0.88 0.88 0.88

vC, conflicting volume 656 490 479

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 546 358 346

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 98 93 100

cM capacity (veh/h) 429 590 1049

Direction, Lane # WB 1 NB 1 SB 1

Volume Total 48 468 168

Volume Left 8 0 0

Volume Right 40 0 0

cSH 555 1700 1700

Volume to Capacity 0.09 0.28 0.10

Queue Length 95th (ft) 7 0 0

Control Delay (s) 12.1 0.0 0.0

Lane LOS B

Approach Delay (s) 12.1 0.0 0.0

Approach LOS B

Intersection Summary

Average Delay 0.8

Intersection Capacity Utilization 34.9% ICU Level of Service A

Analysis Period (min) 15
Timings Existing

10: NW 2nd Ave & NW 6th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

Lane Group WBT NBL NBT SBT

Lane Configurations

Volume (vph) 608 133 308 117

Turn Type NA Perm NA NA

Protected Phases 8 6 2

Permitted Phases 6

Detector Phase 8 6 6 2

Switch Phase

Minimum Initial (s) 7.0 15.0 15.0 15.0

Minimum Split (s) 27.0 21.0 21.0 21.0

Total Split (s) 34.0 66.0 66.0 66.0

Total Split (%) 34.0% 66.0% 66.0% 66.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 88 (88%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 60

Control Type: Pretimed

Splits and Phases: 10: NW 2nd Ave & NW 6th St
HCM 2010 Signalized Intersection Summary Existing

10: NW 2nd Ave & NW 6th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 66 608 71 133 308 0 0 117 45

Number 3 8 18 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.99 0.99 1.00 1.00 0.99

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 1710 1629 0 0 1629 1710

Adj Flow Rate, veh/h 74 683 80 149 346 0 0 131 51

Adj No. of Lanes 0 2 0 0 1 0 0 1 0

Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89

Percent Heavy Veh, % 0 5 0 5 5 0 0 5 5

Cap, veh/h 78 753 93 261 574 0 0 679 264

Arrive On Green 0.29 0.29 0.29 1.00 1.00 0.00 0.00 0.20 0.20

Sat Flow, veh/h 269 2596 320 352 940 0 0 1113 433

Grp Volume(v), veh/h 444 0 393 495 0 0 0 0 182

Grp Sat Flow(s),veh/h/ln 1615 0 1570 1292 0 0 0 0 1547

Q Serve(g_s), s 26.9 0.0 23.7 7.2 0.0 0.0 0.0 0.0 9.8

Cycle Q Clear(g_c), s 26.9 0.0 23.7 17.0 0.0 0.0 0.0 0.0 9.8

Prop In Lane 0.17 0.20 0.30 0.00 0.00 0.28

Lane Grp Cap(c), veh/h 468 0 455 835 0 0 0 0 943

V/C Ratio(X) 0.95 0.00 0.86 0.59 0.00 0.00 0.00 0.00 0.19

Avail Cap(c_a), veh/h 468 0 455 835 0 0 0 0 943

HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 0.33 0.33

Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00

Uniform Delay (d), s/veh 34.8 0.0 33.6 0.5 0.0 0.0 0.0 0.0 19.5

Incr Delay (d2), s/veh 30.5 0.0 19.1 3.1 0.0 0.0 0.0 0.0 0.5

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 15.9 0.0 12.7 3.0 0.0 0.0 0.0 0.0 4.3

LnGrp Delay(d),s/veh 65.2 0.0 52.7 3.6 0.0 0.0 0.0 0.0 19.9

LnGrp LOS E D A B

Approach Vol, veh/h 837 495 182

Approach Delay, s/veh 59.3 3.6 19.9

Approach LOS E A B

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 6 8

Phs Duration (G+Y+Rc), s 66.0 66.0 34.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 61.0 61.0 29.0

Max Q Clear Time (g_c+I1), s 11.8 19.0 28.9

Green Ext Time (p_c), s 1.7 1.7 0.0

Intersection Summary

HCM 2010 Ctrl Delay 36.4

HCM 2010 LOS D
HCM Unsignalized Intersection Capacity Analysis Existing

11: NW 1st Ct & NW 6th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 11 706 122 10 11 0 0 8 25

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79

Hourly flow rate (vph) 0 0 0 14 894 154 13 14 0 0 10 32

Pedestrians 3 39 3 5

Lane Width (ft) 0.0 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0 4.0

Percent Blockage 0 3 0 0

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 363

pX, platoon unblocked

vC, conflicting volume 1053 3 517 1084 42 1050 1007 532

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 1053 3 517 1084 42 1050 1007 532

tC, single (s) 4.2 4.2 7.6 6.6 7.0 7.6 6.6 7.0

tC, 2 stage (s)

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

p0 queue free % 100 99 97 93 100 100 96 93

cM capacity (veh/h) 637 1592 387 208 975 160 231 482

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

Volume Total 461 601 27 42

Volume Left 14 0 13 0

Volume Right 0 154 0 32

cSH 1592 1700 266 382

Volume to Capacity 0.01 0.35 0.10 0.11

Queue Length 95th (ft) 1 0 8 9

Control Delay (s) 0.3 0.0 20.0 15.6

Lane LOS A C C

Approach Delay (s) 0.1 20.0 15.6

Approach LOS C C

Intersection Summary

Average Delay 1.2

Intersection Capacity Utilization 45.6% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Existing

12: NW 1st Ave & NW 6th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 6 446 27 64 157 0 0 44 23

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 0 0 7 485 29 70 171 0 0 48 25

Pedestrians 42 7 5 5

Lane Width (ft) 0.0 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0 4.0

Percent Blockage 0 1 0 0

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 855

pX, platoon unblocked

vC, conflicting volume 519 5 351 537 12 610 522 304

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 519 5 351 537 12 610 522 304

tC, single (s) 4.2 4.2 7.6 6.6 7.0 7.6 6.6 7.0

tC, 2 stage (s)

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

p0 queue free % 100 100 86 61 100 100 89 96

cM capacity (veh/h) 1018 1587 498 437 1045 254 445 680

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

Volume Total 249 272 70 85 85 32 41

Volume Left 7 0 70 0 0 0 0

Volume Right 0 29 0 0 0 0 25

cSH 1587 1700 498 437 437 445 564

Volume to Capacity 0.00 0.16 0.14 0.20 0.20 0.07 0.07

Queue Length 95th (ft) 0 0 12 18 18 6 6

Control Delay (s) 0.2 0.0 13.4 15.2 15.2 13.7 11.9

Lane LOS A B C C B B

Approach Delay (s) 0.1 14.7 12.7

Approach LOS B B

Intersection Summary

Average Delay 5.4

Intersection Capacity Utilization 43.3% ICU Level of Service A

Analysis Period (min) 15
Timings Existing

13: NW 2nd Ave & NW 5th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

Lane Group EBT NBT SBL SBT

Lane Configurations

Volume (vph) 342 472 19 156

Turn Type NA NA Perm NA

Protected Phases 4 6 2

Permitted Phases 2

Detector Phase 4 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0

Minimum Split (s) 23.0 21.0 21.0 21.0

Total Split (s) 37.0 63.0 63.0 63.0

Total Split (%) 37.0% 63.0% 63.0% 63.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 97 (97%), Referenced to phase 2:SBTL and 6:NBT, Start of Green

Natural Cycle: 60

Control Type: Pretimed

Splits and Phases: 13: NW 2nd Ave & NW 5th St
HCM 2010 Signalized Intersection Summary Existing

13: NW 2nd Ave & NW 5th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

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

Lane Configurations

Volume (veh/h) 26 342 68 0 0 0 0 472 109 19 156 0

Number 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 0.99 1.00

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 0 1629 1710 1710 1629 0

Adj Flow Rate, veh/h 28 364 72 0 502 116 20 166 0

Adj No. of Lanes 0 3 0 0 1 0 0 1 0

Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94

Percent Heavy Veh, % 0 5 0 0 5 5 5 5 0

Cap, veh/h 84 1153 229 0 740 171 104 794 0

Arrive On Green 0.32 0.32 0.32 0.00 1.00 1.00 1.00 1.00 0.00

Sat Flow, veh/h 263 3603 716 0 1277 295 111 1369 0

Grp Volume(v), veh/h 172 143 149 0 0 618 186 0 0

Grp Sat Flow(s),veh/h/ln 1615 1482 1485 0 0 1572 1480 0 0

Q Serve(g_s), s 8.1 7.3 7.6 0.0 0.0 0.0 0.0 0.0 0.0

Cycle Q Clear(g_c), s 8.1 7.3 7.6 0.0 0.0 0.0 0.0 0.0 0.0

Prop In Lane 0.16 0.48 0.00 0.19 0.11 0.00

Lane Grp Cap(c), veh/h 517 474 475 0 0 912 898 0 0

V/C Ratio(X) 0.33 0.30 0.31 0.00 0.00 0.68 0.21 0.00 0.00

Avail Cap(c_a), veh/h 517 474 475 0 0 912 898 0 0

HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 1.00

Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00

Uniform Delay (d), s/veh 25.9 25.6 25.7 0.0 0.0 0.0 0.0 0.0 0.0

Incr Delay (d2), s/veh 1.7 1.6 1.7 0.0 0.0 4.0 0.5 0.0 0.0

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 3.8 3.2 3.3 0.0 0.0 1.0 0.1 0.0 0.0

LnGrp Delay(d),s/veh 27.6 27.2 27.4 0.0 0.0 4.0 0.5 0.0 0.0

LnGrp LOS C C C A A

Approach Vol, veh/h 464 618 186

Approach Delay, s/veh 27.4 4.0 0.5

Approach LOS C A A

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6

Phs Duration (G+Y+Rc), s 63.0 37.0 63.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 58.0 32.0 58.0

Max Q Clear Time (g_c+I1), s 2.0 10.1 2.0

Green Ext Time (p_c), s 2.1 0.0 2.1

Intersection Summary

HCM 2010 Ctrl Delay 12.1

HCM 2010 LOS B
HCM Unsignalized Intersection Capacity Analysis Existing

14: NW 5th St & NW 1st Ct PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

Movement EBL EBT WBT WBR SBL SBR

Lane Configurations

Volume (veh/h) 20 490 0 0 13 0

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 21 516 0 0 14 0

Pedestrians 8 159 5

Lane Width (ft) 12.0 0.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 1 0 0

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 361 491

pX, platoon unblocked 0.97

vC, conflicting volume 5 378 13

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 5 261 13

tC, single (s) 4.2 6.9 7.0

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 99 98 100

cM capacity (veh/h) 1587 666 1043

Direction, Lane # EB 1 EB 2 EB 3 SB 1

Volume Total 124 206 206 14

Volume Left 21 0 0 14

Volume Right 0 0 0 0

cSH 1587 1700 1700 666

Volume to Capacity 0.01 0.12 0.12 0.02

Queue Length 95th (ft) 1 0 0 2

Control Delay (s) 1.3 0.0 0.0 10.5

Lane LOS A B

Approach Delay (s) 0.3 10.5

Approach LOS B

Intersection Summary

Average Delay 0.6

Intersection Capacity Utilization 24.4% ICU Level of Service A

Analysis Period (min) 15
Timings Existing

15: NW 1st Ave & NW 5th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

Lane Group EBT NBT SBL SBT

Lane Configurations

Volume (vph) 447 161 15 34

Turn Type NA NA Perm NA

Protected Phases 6 4 8

Permitted Phases 8

Detector Phase 6 4 8 8

Switch Phase

Minimum Initial (s) 18.0 7.0 7.0 7.0

Minimum Split (s) 23.0 21.0 21.0 21.0

Total Split (s) 66.0 34.0 34.0 34.0

Total Split (%) 66.0% 34.0% 34.0% 34.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 82 (82%), Referenced to phase 6:EBTL, Start of Green

Natural Cycle: 45

Control Type: Pretimed

Splits and Phases: 15: NW 1st Ave & NW 5th St
HCM 2010 Signalized Intersection Summary Existing

15: NW 1st Ave & NW 5th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

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

Lane Configurations

Volume (veh/h) 51 447 47 0 0 0 0 161 100 15 34 0

Number 1 6 16 7 4 14 3 8 18

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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

Adj Sat Flow, veh/h/ln 1710 1629 1710 0 1629 1710 1629 1629 0

Adj Flow Rate, veh/h 53 466 49 0 168 104 16 35 0

Adj No. of Lanes 0 3 0 0 2 0 1 2 0

Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96

Percent Heavy Veh, % 0 5 0 0 5 5 5 5 0

Cap, veh/h 249 2333 250 0 543 317 266 897 0

Arrive On Green 0.20 0.20 0.20 0.00 0.10 0.10 0.29 0.29 0.00

Sat Flow, veh/h 409 3825 410 0 1953 1095 962 3176 0

Grp Volume(v), veh/h 208 174 186 0 137 135 16 35 0

Grp Sat Flow(s),veh/h/ln 1608 1482 1554 0 1547 1419 962 1547 0

Q Serve(g_s), s 10.8 9.8 9.9 0.0 8.3 8.9 1.4 0.8 0.0

Cycle Q Clear(g_c), s 10.8 9.8 9.9 0.0 8.3 8.9 10.2 0.8 0.0

Prop In Lane 0.25 0.26 0.00 0.77 1.00 0.00

Lane Grp Cap(c), veh/h 981 904 948 0 449 412 266 897 0

V/C Ratio(X) 0.21 0.19 0.20 0.00 0.31 0.33 0.06 0.04 0.00

Avail Cap(c_a), veh/h 981 904 948 0 449 412 266 897 0

HCM Platoon Ratio 0.33 0.33 0.33 1.00 0.33 0.33 1.00 1.00 1.00

Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00

Uniform Delay (d), s/veh 19.9 19.5 19.5 0.0 35.8 36.1 32.4 25.5 0.0

Incr Delay (d2), s/veh 0.5 0.5 0.5 0.0 1.8 2.1 0.4 0.1 0.0

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 4.9 4.1 4.4 0.0 3.8 3.7 0.4 0.4 0.0

LnGrp Delay(d),s/veh 20.4 19.9 20.0 0.0 37.6 38.2 32.9 25.6 0.0

LnGrp LOS C B C D D C C

Approach Vol, veh/h 568 272 51

Approach Delay, s/veh 20.1 37.9 27.9

Approach LOS C D C

Timer 1 2 3 4 5 6 7 8

Assigned Phs 4 6 8

Phs Duration (G+Y+Rc), s 34.0 66.0 34.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 29.0 61.0 29.0

Max Q Clear Time (g_c+I1), s 10.9 12.8 12.2

Green Ext Time (p_c), s 1.5 0.0 1.4

Intersection Summary

HCM 2010 Ctrl Delay 26.0

HCM 2010 LOS C
HCM Unsignalized Intersection Capacity Analysis Existing

16: NW 2nd Ave & NW 4th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 55 71 501 4 10 213

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91

Hourly flow rate (vph) 60 78 551 4 11 234

Pedestrians 19 3 7

Lane Width (ft) 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 2 0 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 344 358

pX, platoon unblocked 0.84 0.83 0.83

vC, conflicting volume 831 579 574

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 640 389 383

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 83 85 99

cM capacity (veh/h) 355 530 946

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

Volume Total 138 555 11 234

Volume Left 60 0 11 0

Volume Right 78 4 0 0

cSH 436 1700 946 1700

Volume to Capacity 0.32 0.33 0.01 0.14

Queue Length 95th (ft) 34 0 1 0

Control Delay (s) 17.1 0.0 8.9 0.0

Lane LOS C A

Approach Delay (s) 17.1 0.0 0.4

Approach LOS C

Intersection Summary

Average Delay 2.6

Intersection Capacity Utilization 42.3% ICU Level of Service A

Analysis Period (min) 15
Timings Existing

17: NW 2nd Ave & NW 3rd St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 12 70 71 318 103 434 23 176

Turn Type Perm NA Perm NA Perm NA Perm NA

Protected Phases 8 4 6 2

Permitted Phases 8 4 6 2

Detector Phase 8 8 4 4 6 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 30.0 30.0 30.0 30.0 31.8 31.8 31.8 31.8

Total Split (s) 35.0 35.0 35.0 35.0 65.0 65.0 65.0 65.0

Total Split (%) 35.0% 35.0% 35.0% 35.0% 65.0% 65.0% 65.0% 65.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 0.8 0.8 0.8 0.8

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 4.8 4.8 4.8 4.8

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 79 (79%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green

Natural Cycle: 65

Control Type: Pretimed

Splits and Phases: 17: NW 2nd Ave & NW 3rd St
HCM 2010 Signalized Intersection Summary Existing

17: NW 2nd Ave & NW 3rd St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

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

Lane Configurations

Volume (veh/h) 12 70 13 71 318 54 103 434 50 23 176 77

Number 3 8 18 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 0.99 0.96 0.97 0.96 0.99 0.98 0.99 0.99

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 1629 1629 1710 1629 1629 1710 1629 1629 1710 1629 1629 1710

Adj Flow Rate, veh/h 13 74 14 75 335 57 108 457 53 24 185 81

Adj No. of Lanes 1 1 0 1 2 0 1 1 0 1 1 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

Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5

Cap, veh/h 224 397 75 358 790 133 651 861 100 534 644 282

Arrive On Green 0.30 0.30 0.30 0.10 0.10 0.10 1.00 1.00 1.00 1.00 1.00 1.00

Sat Flow, veh/h 851 1322 250 1106 2634 443 961 1430 166 767 1070 469

Grp Volume(v), veh/h 13 0 88 75 195 197 108 0 510 24 0 266

Grp Sat Flow(s),veh/h/ln 851 0 1573 1106 1547 1530 961 0 1595 767 0 1539

Q Serve(g_s), s 1.3 0.0 4.1 6.3 11.8 12.1 0.0 0.0 0.0 0.0 0.0 0.0

Cycle Q Clear(g_c), s 13.4 0.0 4.1 10.5 11.8 12.1 0.0 0.0 0.0 0.0 0.0 0.0

Prop In Lane 1.00 0.16 1.00 0.29 1.00 0.10 1.00 0.30

Lane Grp Cap(c), veh/h 224 0 472 358 464 459 651 0 960 534 0 927

V/C Ratio(X) 0.06 0.00 0.19 0.21 0.42 0.43 0.17 0.00 0.53 0.04 0.00 0.29

Avail Cap(c_a), veh/h 224 0 472 358 464 459 651 0 960 534 0 927

HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 2.00 2.00 2.00 2.00 2.00 2.00

Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00

Uniform Delay (d), s/veh 34.2 0.0 26.0 38.2 36.9 37.0 0.0 0.0 0.0 0.0 0.0 0.0

Incr Delay (d2), s/veh 0.5 0.0 0.9 1.3 2.8 2.9 0.5 0.0 2.1 0.2 0.0 0.8

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 BackOfQ(50%),veh/ln 0.3 0.0 1.9 2.1 5.4 5.5 0.1 0.0 0.6 0.0 0.0 0.2

LnGrp Delay(d),s/veh 34.7 0.0 26.8 39.5 39.7 39.9 0.5 0.0 2.1 0.2 0.0 0.8

LnGrp LOS C C D D D A A A A

Approach Vol, veh/h 101 467 618 290

Approach Delay, s/veh 27.8 39.7 1.8 0.7

Approach LOS C D A A

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6 8

Phs Duration (G+Y+Rc), s 65.0 35.0 65.0 35.0

Change Period (Y+Rc), s * 4.8 5.0 * 4.8 5.0

Max Green Setting (Gmax), s * 60 30.0 * 60 30.0

Max Q Clear Time (g_c+I1), s 2.0 14.1 2.0 15.4

Green Ext Time (p_c), s 2.1 2.4 2.1 2.3

Intersection Summary

HCM 2010 Ctrl Delay 15.4

HCM 2010 LOS B

Notes

* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier.
Timings Existing

18: NW 1st Ave & NW 3rd St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

Lane Group EBL EBT WBL WBT NBL NBT SBT SBR

Lane Configurations

Volume (vph) 39 0 47 254 97 144 81 43

Turn Type Perm NA Perm NA Perm NA NA Perm

Protected Phases 8 4 6 2

Permitted Phases 8 4 6 2

Detector Phase 8 8 4 4 6 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 26.0 26.0 29.0 29.0 25.6 25.6 25.6 25.6

Total Split (s) 69.0 69.0 69.0 69.0 31.0 31.0 31.0 31.0

Total Split (%) 69.0% 69.0% 69.0% 69.0% 31.0% 31.0% 31.0% 31.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 0.6 0.6 0.6 0.6

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 4.6 4.6 4.6 4.6

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 70 (70%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 55

Control Type: Pretimed

Splits and Phases: 18: NW 1st Ave & NW 3rd St
HCM 2010 Signalized Intersection Summary Existing

18: NW 1st Ave & NW 3rd St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

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

Lane Configurations

Volume (veh/h) 39 0 102 47 254 51 97 144 0 0 81 43

Number 3 8 18 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 0.96 1.00 1.00 0.95

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 1710 1629 1710 1629 1629 1710 1629 1629 0 0 1629 1629

Adj Flow Rate, veh/h 42 0 111 51 276 55 105 157 0 0 88 47

Adj No. of Lanes 0 1 0 1 2 0 1 1 0 0 1 1

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Percent Heavy Veh, % 5 5 5 5 5 5 5 5 0 0 5 5

Cap, veh/h 239 21 566 733 1648 323 305 430 0 0 430 346

Arrive On Green 0.64 0.00 0.64 0.64 0.64 0.64 0.26 0.26 0.00 0.00 0.26 0.26

Sat Flow, veh/h 302 32 885 1108 2574 505 1052 1629 0 0 1629 1312

Grp Volume(v), veh/h 153 0 0 51 164 167 105 157 0 0 88 47

Grp Sat Flow(s),veh/h/ln 1220 0 0 1108 1547 1532 1052 1629 0 0 1629 1312

Q Serve(g_s), s 0.0 0.0 0.0 1.9 4.3 4.4 8.6 7.9 0.0 0.0 4.2 2.7

Cycle Q Clear(g_c), s 4.3 0.0 0.0 6.3 4.3 4.4 12.8 7.9 0.0 0.0 4.2 2.7

Prop In Lane 0.27 0.73 1.00 0.33 1.00 0.00 0.00 1.00

Lane Grp Cap(c), veh/h 827 0 0 733 990 981 305 430 0 0 430 346

V/C Ratio(X) 0.19 0.00 0.00 0.07 0.17 0.17 0.34 0.37 0.00 0.00 0.20 0.14

Avail Cap(c_a), veh/h 827 0 0 733 990 981 305 430 0 0 430 346

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00

Uniform Delay (d), s/veh 7.3 0.0 0.0 8.5 7.2 7.3 33.6 30.0 0.0 0.0 28.6 28.1

Incr Delay (d2), s/veh 0.5 0.0 0.0 0.2 0.4 0.4 3.1 2.4 0.0 0.0 1.1 0.8

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 BackOfQ(50%),veh/ln 1.8 0.0 0.0 0.6 1.9 2.0 2.8 3.8 0.0 0.0 2.0 1.1

LnGrp Delay(d),s/veh 7.7 0.0 0.0 8.7 7.6 7.6 36.7 32.4 0.0 0.0 29.7 28.9

LnGrp LOS A A A A D C C C

Approach Vol, veh/h 153 382 262 135

Approach Delay, s/veh 7.7 7.8 34.1 29.4

Approach LOS A A C C

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6 8

Phs Duration (G+Y+Rc), s 31.0 69.0 31.0 69.0

Change Period (Y+Rc), s * 4.6 5.0 * 4.6 5.0

Max Green Setting (Gmax), s * 26 64.0 * 26 64.0

Max Q Clear Time (g_c+I1), s 6.2 8.3 14.8 6.3

Green Ext Time (p_c), s 0.6 2.9 0.5 2.9

Intersection Summary

HCM 2010 Ctrl Delay 18.3

HCM 2010 LOS B

Notes

* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier.
Timings Existing

19: NW 2nd Ave & NW 2nd St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

Lane Group EBL EBR NBL NBT SBT

Lane Configurations

Volume (vph) 41 60 41 557 236

Turn Type Perm Perm Perm NA NA

Protected Phases 6 2

Permitted Phases 8 8 6

Detector Phase 8 8 6 6 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 22.0 22.0 22.6 22.6 22.6

Total Split (s) 25.0 25.0 75.0 75.0 75.0

Total Split (%) 25.0% 25.0% 75.0% 75.0% 75.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 0.6 0.6 0.6 0.6 0.6

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.6 4.6 4.6 4.6

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 94 (94%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 45

Control Type: Pretimed

Splits and Phases: 19: NW 2nd Ave & NW 2nd St
HCM Signalized Intersection Capacity Analysis Existing

19: NW 2nd Ave & NW 2nd St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

Movement EBL EBR NBL NBT SBT SBR

Lane Configurations

Volume (vph) 41 60 41 557 236 24

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.6 4.6 4.6 4.6

Lane Util. Factor 1.00 1.00 0.95 1.00

Frpb, ped/bikes 1.00 0.55 1.00 0.99

Flpb, ped/bikes 0.80 1.00 1.00 1.00

Frt 1.00 0.85 1.00 0.99

Flt Protected 0.95 1.00 1.00 1.00

Satd. Flow (prot) 1239 762 3078 1600

Flt Permitted 0.95 1.00 0.91 1.00

Satd. Flow (perm) 1239 762 2816 1600

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 45 65 45 605 257 26

RTOR Reduction (vph) 0 52 0 0 4 0

Lane Group Flow (vph) 45 13 0 650 279 0

Confl. Peds. (#/hr) 113 149 14 14

Turn Type Perm Perm Perm NA NA

Protected Phases 6 2

Permitted Phases 8 8 6

Actuated Green, G (s) 20.4 20.4 70.4 70.4

Effective Green, g (s) 20.4 20.4 70.4 70.4

Actuated g/C Ratio 0.20 0.20 0.70 0.70

Clearance Time (s) 4.6 4.6 4.6 4.6

Lane Grp Cap (vph) 252 155 1982 1126

v/s Ratio Prot 0.17

v/s Ratio Perm c0.04 0.02 c0.23

v/c Ratio 0.18 0.09 0.33 0.25

Uniform Delay, d1 32.9 32.2 5.7 5.3

Progression Factor 1.00 1.00 0.06 0.54

Incremental Delay, d2 1.5 1.1 0.4 0.5

Delay (s) 34.4 33.3 0.7 3.4

Level of Service C C A A

Approach Delay (s) 33.8 0.7 3.4

Approach LOS C A A

Intersection Summary

HCM 2000 Control Delay 4.9 HCM 2000 Level of Service A

HCM 2000 Volume to Capacity ratio 0.29

Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.2

Intersection Capacity Utilization 59.6% ICU Level of Service B

Analysis Period (min) 15

c Critical Lane Group
Timings Existing

20: NW 2nd Ave & NW 1st St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

Lane Group WBT NBL NBT SBT

Lane Configurations

Volume (vph) 305 54 564 193

Turn Type NA Perm NA NA

Protected Phases 4 6 2

Permitted Phases 6

Detector Phase 4 6 6 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0

Minimum Split (s) 24.0 25.0 25.0 25.0

Total Split (s) 45.0 55.0 55.0 55.0

Total Split (%) 45.0% 55.0% 55.0% 55.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 87 (87%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 50

Control Type: Pretimed

Splits and Phases: 20: NW 2nd Ave & NW 1st St
HCM 2010 Signalized Intersection Summary Existing

20: NW 2nd Ave & NW 1st St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 35 305 53 54 564 0 0 193 95

Number 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.92 0.99 1.00 1.00 0.99

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 1710 1629 0 0 1629 1710

Adj Flow Rate, veh/h 39 339 59 60 627 0 0 214 106

Adj No. of Lanes 0 3 0 0 2 0 0 1 0

Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90

Percent Heavy Veh, % 0 5 0 5 5 0 0 5 5

Cap, veh/h 155 1418 245 140 1344 0 0 512 254

Arrive On Green 0.13 0.13 0.13 0.50 0.50 0.00 0.00 1.00 1.00

Sat Flow, veh/h 387 3546 614 196 2762 0 0 1024 507

Grp Volume(v), veh/h 162 135 140 355 332 0 0 0 320

Grp Sat Flow(s),veh/h/ln 1609 1482 1455 1476 1408 0 0 0 1531

Q Serve(g_s), s 9.0 8.2 8.6 4.9 15.5 0.0 0.0 0.0 0.0

Cycle Q Clear(g_c), s 9.0 8.2 8.6 14.6 15.5 0.0 0.0 0.0 0.0

Prop In Lane 0.24 0.42 0.17 0.00 0.00 0.33

Lane Grp Cap(c), veh/h 644 593 582 780 704 0 0 0 766

V/C Ratio(X) 0.25 0.23 0.24 0.45 0.47 0.00 0.00 0.00 0.42

Avail Cap(c_a), veh/h 644 593 582 780 704 0 0 0 766

HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 2.00 2.00

Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00

Uniform Delay (d), s/veh 30.0 29.6 29.8 16.0 16.4 0.0 0.0 0.0 0.0

Incr Delay (d2), s/veh 0.9 0.9 1.0 1.9 2.3 0.0 0.0 0.0 1.7

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 4.2 3.5 3.6 6.7 6.4 0.0 0.0 0.0 0.4

LnGrp Delay(d),s/veh 30.9 30.5 30.8 17.9 18.6 0.0 0.0 0.0 1.7

LnGrp LOS C C C B B A

Approach Vol, veh/h 437 687 320

Approach Delay, s/veh 30.7 18.3 1.7

Approach LOS C B A

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6

Phs Duration (G+Y+Rc), s 55.0 45.0 55.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 50.0 40.0 50.0

Max Q Clear Time (g_c+I1), s 2.0 11.0 17.5

Green Ext Time (p_c), s 2.4 0.0 2.4

Intersection Summary

HCM 2010 Ctrl Delay 18.4

HCM 2010 LOS B
Timings Existing

21: NW 1st Ave & NW 1st St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

Lane Group WBT NBL NBT SBL SBT SBR

Lane Configurations

Volume (vph) 321 40 157 3 64 54

Turn Type NA Perm NA Perm NA Perm

Protected Phases 2 4 8

Permitted Phases 4 8 8

Detector Phase 2 4 4 8 8 8

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 30.0 25.0 25.0 23.0 23.0 23.0

Total Split (s) 40.0 60.0 60.0 60.0 60.0 60.0

Total Split (%) 40.0% 60.0% 60.0% 60.0% 60.0% 60.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 24 (24%), Referenced to phase 2:WBTL, Start of Green

Natural Cycle: 55

Control Type: Pretimed

Splits and Phases: 21: NW 1st Ave & NW 1st St
HCM 2010 Signalized Intersection Summary Existing

21: NW 1st Ave & NW 1st St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Existing PM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 19 321 78 40 157 9 3 64 54

Number 5 2 12 7 4 14 3 8 18

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.83 0.99 0.98 0.99 0.99

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 1710 1629 1710 1710 1629 1629

Adj Flow Rate, veh/h 22 369 90 46 180 10 3 74 62

Adj No. of Lanes 0 2 0 0 1 0 0 2 1

Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87

Percent Heavy Veh, % 0 5 0 5 5 5 5 5 5

Cap, veh/h 47 803 203 177 652 35 76 1611 751

Arrive On Green 0.35 0.35 0.35 0.55 0.55 0.55 0.55 0.55 0.55

Sat Flow, veh/h 134 2295 581 244 1185 63 68 2929 1366

Grp Volume(v), veh/h 266 0 215 236 0 0 41 36 62

Grp Sat Flow(s),veh/h/ln 1622 0 1389 1492 0 0 1589 1408 1366

Q Serve(g_s), s 12.7 0.0 11.9 0.0 0.0 0.0 0.0 1.2 2.1

Cycle Q Clear(g_c), s 12.7 0.0 11.9 7.7 0.0 0.0 1.2 1.2 2.1

Prop In Lane 0.08 0.42 0.19 0.04 0.07 1.00

Lane Grp Cap(c), veh/h 568 0 486 864 0 0 913 774 751

V/C Ratio(X) 0.47 0.00 0.44 0.27 0.00 0.00 0.05 0.05 0.08

Avail Cap(c_a), veh/h 568 0 486 864 0 0 913 774 751

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00

Uniform Delay (d), s/veh 25.3 0.0 25.0 11.9 0.0 0.0 10.4 10.4 10.6

Incr Delay (d2), s/veh 2.8 0.0 2.9 0.8 0.0 0.0 0.1 0.1 0.2

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 6.1 0.0 4.9 3.6 0.0 0.0 0.6 0.5 0.9

LnGrp Delay(d),s/veh 28.0 0.0 27.9 12.6 0.0 0.0 10.5 10.5 10.8

LnGrp LOS C C B B B B

Approach Vol, veh/h 481 236 139

Approach Delay, s/veh 28.0 12.6 10.6

Approach LOS C B B

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 8

Phs Duration (G+Y+Rc), s 40.0 60.0 60.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 35.0 55.0 55.0

Max Q Clear Time (g_c+I1), s 14.7 9.7 4.1

Green Ext Time (p_c), s 0.0 1.4 1.4

Intersection Summary

HCM 2010 Ctrl Delay 20.9

HCM 2010 LOS C
Background Conditions
Timings Background

5: NW 8th St & NW 2nd Ave AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 9 497 14 129 24 81 27 171

Turn Type Perm NA Perm NA Perm NA Perm NA

Protected Phases 8 4 6 2

Permitted Phases 8 4 6 2

Detector Phase 8 8 4 4 6 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 23.0 23.0 23.0 23.0 23.0 23.0 23.0 23.0

Total Split (s) 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0

Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 23 (23%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green

Natural Cycle: 55

Control Type: Pretimed

Splits and Phases: 5: NW 8th St & NW 2nd Ave
HCM 2010 Signalized Intersection Summary Background

5: NW 8th St & NW 2nd Ave AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

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

Lane Configurations

Volume (veh/h) 9 497 74 14 129 7 24 81 91 27 171 67

Number 3 8 18 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 0.99 0.98 1.00 0.98 1.00 0.99 1.00 0.99

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 1900 1810 1900 1900 1810 1900 1900 1810 1900 1900 1810 1900

Adj Flow Rate, veh/h 9 512 76 14 133 7 25 84 94 28 176 69

Adj No. of Lanes 0 1 0 0 1 0 0 1 0 0 1 0

Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97

Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5

Cap, veh/h 41 687 101 77 656 33 101 323 330 89 513 190

Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.15 0.15 0.15 0.45 0.45 0.45

Sat Flow, veh/h 9 1527 224 83 1459 73 134 718 734 108 1140 422

Grp Volume(v), veh/h 597 0 0 154 0 0 203 0 0 273 0 0

Grp Sat Flow(s),veh/h/ln 1760 0 0 1615 0 0 1585 0 0 1671 0 0

Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Cycle Q Clear(g_c), s 28.1 0.0 0.0 5.2 0.0 0.0 10.8 0.0 0.0 10.3 0.0 0.0

Prop In Lane 0.02 0.13 0.09 0.05 0.12 0.46 0.10 0.25

Lane Grp Cap(c), veh/h 829 0 0 766 0 0 754 0 0 792 0 0

V/C Ratio(X) 0.72 0.00 0.00 0.20 0.00 0.00 0.27 0.00 0.00 0.34 0.00 0.00

Avail Cap(c_a), veh/h 829 0 0 766 0 0 754 0 0 792 0 0

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00

Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00

Uniform Delay (d), s/veh 22.9 0.0 0.0 16.5 0.0 0.0 28.0 0.0 0.0 18.0 0.0 0.0

Incr Delay (d2), s/veh 5.4 0.0 0.0 0.6 0.0 0.0 0.9 0.0 0.0 1.2 0.0 0.0

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 BackOfQ(50%),veh/ln 14.8 0.0 0.0 2.7 0.0 0.0 5.2 0.0 0.0 5.2 0.0 0.0

LnGrp Delay(d),s/veh 28.2 0.0 0.0 17.1 0.0 0.0 28.9 0.0 0.0 19.2 0.0 0.0

LnGrp LOS C B C B

Approach Vol, veh/h 597 154 203 273

Approach Delay, s/veh 28.2 17.1 28.9 19.2

Approach LOS C B C B

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6 8

Phs Duration (G+Y+Rc), s 50.0 50.0 50.0 50.0

Change Period (Y+Rc), s 5.0 5.0 5.0 5.0

Max Green Setting (Gmax), s 45.0 45.0 45.0 45.0

Max Q Clear Time (g_c+I1), s 12.3 7.2 12.8 30.1

Green Ext Time (p_c), s 1.1 3.6 1.1 3.0

Intersection Summary

HCM 2010 Ctrl Delay 24.9

HCM 2010 LOS C
HCM Unsignalized Intersection Capacity Analysis Background

6: NW 1st Ct & NW 8th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (veh/h) 464 81 13 152 22 18

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90

Hourly flow rate (vph) 516 90 14 169 24 20

Pedestrians 1 12

Lane Width (ft) 12.0 12.0

Walking Speed (ft/s) 4.0 4.0

Percent Blockage 0 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 357

pX, platoon unblocked 0.73 0.73 0.73

vC, conflicting volume 618 771 573

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 298 507 236

tC, single (s) 4.1 6.4 6.2

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 98 93 97

cM capacity (veh/h) 906 371 578

Direction, Lane # EB 1 WB 1 NB 1

Volume Total 606 183 44

Volume Left 0 14 24

Volume Right 90 0 20

cSH 1700 906 443

Volume to Capacity 0.36 0.02 0.10

Queue Length 95th (ft) 0 1 8

Control Delay (s) 0.0 0.9 14.0

Lane LOS A B

Approach Delay (s) 0.0 0.9 14.0

Approach LOS B

Intersection Summary

Average Delay 0.9

Intersection Capacity Utilization 39.5% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Background

7: NW 1st Ave & NW 8th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

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

Lane Configurations

Volume (veh/h) 46 225 229 21 126 13 9 29 16 5 35 31

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 50 245 249 23 137 14 10 32 17 5 38 34

Pedestrians 15 6 19 6

Lane Width (ft) 12.0 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0 4.0

Percent Blockage 1 1 2 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 726

pX, platoon unblocked 0.79 0.79 0.79 0.79 0.79 0.79

vC, conflicting volume 157 512 745 691 394 704 808 165

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 157 248 543 474 97 490 623 165

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

tC, 2 stage (s)

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

p0 queue free % 96 98 96 91 98 98 87 96

cM capacity (veh/h) 1398 1009 278 353 734 323 290 856

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

Volume Total 543 174 10 21 28 5 25 46

Volume Left 50 23 10 0 0 5 0 0

Volume Right 249 14 0 0 17 0 0 34

cSH 1398 1009 278 353 522 323 290 558

Volume to Capacity 0.04 0.02 0.04 0.06 0.05 0.02 0.09 0.08

Queue Length 95th (ft) 3 2 3 5 4 1 7 7

Control Delay (s) 1.1 1.3 18.4 15.9 12.3 16.3 18.6 12.0

Lane LOS A A C C B C C B

Approach Delay (s) 1.1 1.3 14.6 14.5

Approach LOS B B

Intersection Summary

Average Delay 3.3

Intersection Capacity Utilization 50.5% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Background

8: NW 2nd Ave & NW 7th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 8 15 175 0 0 264

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86

Hourly flow rate (vph) 9 17 203 0 0 307

Pedestrians 10 10 5

Lane Width (ft) 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 1 1 0

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 366 339

pX, platoon unblocked 0.97 0.98 0.98

vC, conflicting volume 530 218 213

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 446 190 185

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 98 98 100

cM capacity (veh/h) 536 815 1331

Direction, Lane # WB 1 NB 1 SB 1

Volume Total 27 203 307

Volume Left 9 0 0

Volume Right 17 0 0

cSH 690 1700 1700

Volume to Capacity 0.04 0.12 0.18

Queue Length 95th (ft) 3 0 0

Control Delay (s) 10.4 0.0 0.0

Lane LOS B

Approach Delay (s) 10.4 0.0 0.0

Approach LOS B

Intersection Summary

Average Delay 0.5

Intersection Capacity Utilization 25.4% ICU Level of Service A

Analysis Period (min) 15
Timings Background

10: NW 2nd Ave & NW 6th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

Lane Group WBT NBL NBT SBT

Lane Configurations

Volume (vph) 147 51 152 202

Turn Type NA Perm NA NA

Protected Phases 4 6 2

Permitted Phases 6

Detector Phase 4 6 6 2

Switch Phase

Minimum Initial (s) 7.0 15.0 15.0 15.0

Minimum Split (s) 27.0 21.0 21.0 21.0

Total Split (s) 40.0 60.0 60.0 60.0

Total Split (%) 40.0% 60.0% 60.0% 60.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 86 (86%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 50

Control Type: Pretimed

Splits and Phases: 10: NW 2nd Ave & NW 6th St
HCM 2010 Signalized Intersection Summary Background

10: NW 2nd Ave & NW 6th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 81 147 34 51 152 0 0 202 62

Number 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.99 0.99 1.00 1.00 0.99

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 1710 1629 0 0 1629 1710

Adj Flow Rate, veh/h 85 155 36 54 160 0 0 213 65

Adj No. of Lanes 0 2 0 0 1 0 0 1 0

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

Percent Heavy Veh, % 0 5 0 5 5 0 0 5 5

Cap, veh/h 324 622 149 183 504 0 0 657 200

Arrive On Green 0.35 0.35 0.35 0.18 0.18 0.00 0.00 0.18 0.18

Sat Flow, veh/h 926 1777 426 250 917 0 0 1194 364

Grp Volume(v), veh/h 145 0 131 214 0 0 0 0 278

Grp Sat Flow(s),veh/h/ln 1582 0 1546 1167 0 0 0 0 1559

Q Serve(g_s), s 6.6 0.0 6.0 6.8 0.0 0.0 0.0 0.0 15.5

Cycle Q Clear(g_c), s 6.6 0.0 6.0 22.4 0.0 0.0 0.0 0.0 15.5

Prop In Lane 0.59 0.28 0.25 0.00 0.00 0.23

Lane Grp Cap(c), veh/h 554 0 541 687 0 0 0 0 857

V/C Ratio(X) 0.26 0.00 0.24 0.31 0.00 0.00 0.00 0.00 0.32

Avail Cap(c_a), veh/h 554 0 541 687 0 0 0 0 857

HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 0.33 0.33

Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00

Uniform Delay (d), s/veh 23.3 0.0 23.1 27.3 0.0 0.0 0.0 0.0 24.8

Incr Delay (d2), s/veh 1.2 0.0 1.1 1.2 0.0 0.0 0.0 0.0 1.0

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 3.0 0.0 2.7 5.5 0.0 0.0 0.0 0.0 6.9

LnGrp Delay(d),s/veh 24.4 0.0 24.1 28.5 0.0 0.0 0.0 0.0 25.8

LnGrp LOS C C C C

Approach Vol, veh/h 276 214 278

Approach Delay, s/veh 24.3 28.5 25.8

Approach LOS C C C

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6

Phs Duration (G+Y+Rc), s 60.0 40.0 60.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 55.0 35.0 55.0

Max Q Clear Time (g_c+I1), s 17.5 8.6 24.4

Green Ext Time (p_c), s 1.1 0.0 1.1

Intersection Summary

HCM 2010 Ctrl Delay 26.0

HCM 2010 LOS C
HCM Unsignalized Intersection Capacity Analysis Background

11: NW 1st Ct & NW 6th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 10 205 44 15 18 0 0 14 36

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97

Hourly flow rate (vph) 0 0 0 10 211 45 15 19 0 0 14 37

Pedestrians 12 34 12 28

Lane Width (ft) 0.0 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0 4.0

Percent Blockage 0 3 1 2

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 363

pX, platoon unblocked

vC, conflicting volume 285 12 195 317 46 326 295 168

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 285 12 195 317 46 326 295 168

tC, single (s) 4.2 4.2 7.6 6.6 7.0 7.6 6.6 7.0

tC, 2 stage (s)

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

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

cM capacity (veh/h) 1224 1568 665 567 966 535 584 817

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

Volume Total 116 151 34 52

Volume Left 10 0 15 0

Volume Right 0 45 0 37

cSH 1568 1700 608 735

Volume to Capacity 0.01 0.09 0.06 0.07

Queue Length 95th (ft) 0 0 4 6

Control Delay (s) 0.7 0.0 11.3 10.3

Lane LOS A B B

Approach Delay (s) 0.3 11.3 10.3

Approach LOS B B

Intersection Summary

Average Delay 2.8

Intersection Capacity Utilization 30.9% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Background

12: NW 1st Ave & NW 6th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 18 218 14 169 55 0 0 92 195

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88

Hourly flow rate (vph) 0 0 0 20 248 16 192 62 0 0 105 222

Pedestrians 18 13 6 11

Lane Width (ft) 0.0 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0 4.0

Percent Blockage 0 1 1 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 855

pX, platoon unblocked

vC, conflicting volume 275 6 463 322 19 352 314 161

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 275 6 463 322 19 352 314 161

tC, single (s) 4.2 4.2 7.6 6.6 7.0 7.6 6.6 7.0

tC, 2 stage (s)

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

p0 queue free % 100 99 35 89 100 100 82 74

cM capacity (veh/h) 1252 1584 294 572 1028 502 578 839

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

Volume Total 144 140 192 31 31 70 256

Volume Left 20 0 192 0 0 0 0

Volume Right 0 16 0 0 0 0 222

cSH 1584 1700 294 572 572 578 790

Volume to Capacity 0.01 0.08 0.65 0.05 0.05 0.12 0.32

Queue Length 95th (ft) 1 0 106 4 4 10 35

Control Delay (s) 1.1 0.0 37.7 11.7 11.7 12.1 11.7

Lane LOS A E B B B B

Approach Delay (s) 0.6 31.3 11.8

Approach LOS D B

Intersection Summary

Average Delay 13.9

Intersection Capacity Utilization 54.2% ICU Level of Service A

Analysis Period (min) 15
Timings Background

13: NW 2nd Ave & NW 5th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

Lane Group EBT NBT SBL SBT

Lane Configurations

Volume (vph) 1036 183 28 236

Turn Type NA NA Perm NA

Protected Phases 4 6 2

Permitted Phases 2

Detector Phase 4 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0

Minimum Split (s) 23.0 21.0 21.0 21.0

Total Split (s) 50.0 50.0 50.0 50.0

Total Split (%) 50.0% 50.0% 50.0% 50.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 25 (25%), Referenced to phase 2:SBTL and 6:NBT, Start of Green

Natural Cycle: 45

Control Type: Pretimed

Splits and Phases: 13: NW 2nd Ave & NW 5th St
HCM 2010 Signalized Intersection Summary Background

13: NW 2nd Ave & NW 5th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

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

Lane Configurations

Volume (veh/h) 30 1036 162 0 0 0 0 183 154 28 236 0

Number 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 0.99 1.00

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 0 1629 1710 1710 1629 0

Adj Flow Rate, veh/h 32 1102 172 0 195 164 30 251 0

Adj No. of Lanes 0 3 0 0 1 0 0 1 0

Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94

Percent Heavy Veh, % 0 5 0 0 5 5 5 5 0

Cap, veh/h 48 1742 282 0 366 308 87 646 0

Arrive On Green 0.45 0.45 0.45 0.00 0.90 0.90 0.15 0.15 0.00

Sat Flow, veh/h 106 3871 627 0 814 684 105 1435 0

Grp Volume(v), veh/h 489 406 411 0 0 359 281 0 0

Grp Sat Flow(s),veh/h/ln 1623 1482 1499 0 0 1498 1540 0 0

Q Serve(g_s), s 23.7 20.8 20.8 0.0 0.0 4.6 0.2 0.0 0.0

Cycle Q Clear(g_c), s 23.7 20.8 20.8 0.0 0.0 4.6 15.6 0.0 0.0

Prop In Lane 0.07 0.42 0.00 0.46 0.11 0.00

Lane Grp Cap(c), veh/h 730 667 675 0 0 674 733 0 0

V/C Ratio(X) 0.67 0.61 0.61 0.00 0.00 0.53 0.38 0.00 0.00

Avail Cap(c_a), veh/h 730 667 675 0 0 674 733 0 0

HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 0.33 0.33 1.00

Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00

Uniform Delay (d), s/veh 21.6 20.8 20.8 0.0 0.0 3.0 30.0 0.0 0.0

Incr Delay (d2), s/veh 4.8 4.1 4.1 0.0 0.0 3.0 1.5 0.0 0.0

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 11.6 9.2 9.3 0.0 0.0 2.2 7.3 0.0 0.0

LnGrp Delay(d),s/veh 26.5 24.9 24.9 0.0 0.0 6.0 31.6 0.0 0.0

LnGrp LOS C C C A C

Approach Vol, veh/h 1306 359 281

Approach Delay, s/veh 25.5 6.0 31.6

Approach LOS C A C

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6

Phs Duration (G+Y+Rc), s 50.0 50.0 50.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 45.0 45.0 45.0

Max Q Clear Time (g_c+I1), s 17.6 25.7 6.6

Green Ext Time (p_c), s 1.5 0.0 1.5

Intersection Summary

HCM 2010 Ctrl Delay 22.8

HCM 2010 LOS C
HCM Unsignalized Intersection Capacity Analysis Background

14: NW 5th St & NW 1st Ct AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

Movement EBL EBT WBT WBR SBL SBR

Lane Configurations

Volume (veh/h) 30 1182 0 0 18 0

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 33 1285 0 0 20 0

Pedestrians 2 134 11

Lane Width (ft) 12.0 0.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 0 0 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 352 500

pX, platoon unblocked 0.80

vC, conflicting volume 11 638 13

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 11 0 13

tC, single (s) 4.2 6.9 7.0

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 98 98 100

cM capacity (veh/h) 1571 785 1043

Direction, Lane # EB 1 EB 2 EB 3 SB 1

Volume Total 290 514 514 20

Volume Left 33 0 0 20

Volume Right 0 0 0 0

cSH 1571 1700 1700 785

Volume to Capacity 0.02 0.30 0.30 0.02

Queue Length 95th (ft) 2 0 0 2

Control Delay (s) 1.0 0.0 0.0 9.7

Lane LOS A A

Approach Delay (s) 0.2 9.7

Approach LOS A

Intersection Summary

Average Delay 0.4

Intersection Capacity Utilization 36.3% ICU Level of Service A

Analysis Period (min) 15
Timings Background

15: NW 1st Ave & NW 5th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

Lane Group EBT NBT SBL SBT

Lane Configurations

Volume (vph) 879 79 23 103

Turn Type NA NA Perm NA

Protected Phases 4 2 6

Permitted Phases 6 6

Detector Phase 4 2 6 6

Switch Phase

Minimum Initial (s) 18.0 7.0 7.0 7.0

Minimum Split (s) 23.0 21.0 23.0 23.0

Total Split (s) 50.0 50.0 50.0 50.0

Total Split (%) 50.0% 50.0% 50.0% 50.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 97 (97%), Referenced to phase 6:SBTL, Start of Green

Natural Cycle: 50

Control Type: Pretimed

Splits and Phases: 15: NW 1st Ave & NW 5th St
HCM 2010 Signalized Intersection Summary Background

15: NW 1st Ave & NW 5th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

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

Lane Configurations

Volume (veh/h) 117 879 169 0 0 0 0 79 55 23 103 0

Number 7 4 14 5 2 12 1 6 16

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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

Adj Sat Flow, veh/h/ln 1710 1629 1710 0 1629 1710 1629 1629 0

Adj Flow Rate, veh/h 127 955 184 0 86 60 25 112 0

Adj No. of Lanes 0 3 0 0 2 0 1 2 0

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Percent Heavy Veh, % 0 5 0 0 5 5 5 5 0

Cap, veh/h 195 1560 310 0 812 520 524 1392 0

Arrive On Green 0.15 0.15 0.15 0.00 0.45 0.45 0.45 0.45 0.00

Sat Flow, veh/h 434 3467 690 0 1886 1156 1076 3176 0

Grp Volume(v), veh/h 471 395 400 0 73 73 25 112 0

Grp Sat Flow(s),veh/h/ln 1607 1482 1501 0 1547 1413 1076 1547 0

Q Serve(g_s), s 27.6 24.9 24.9 0.0 2.7 3.0 1.4 2.1 0.0

Cycle Q Clear(g_c), s 27.6 24.9 24.9 0.0 2.7 3.0 4.4 2.1 0.0

Prop In Lane 0.27 0.46 0.00 0.82 1.00 0.00

Lane Grp Cap(c), veh/h 723 667 675 0 696 636 524 1392 0

V/C Ratio(X) 0.65 0.59 0.59 0.00 0.10 0.12 0.05 0.08 0.00

Avail Cap(c_a), veh/h 723 667 675 0 696 636 524 1392 0

HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00

Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00

Uniform Delay (d), s/veh 35.2 34.0 34.0 0.0 15.9 16.0 17.2 15.7 0.0

Incr Delay (d2), s/veh 4.5 3.8 3.8 0.0 0.3 0.4 0.2 0.1 0.0

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 13.2 10.9 11.1 0.0 1.2 1.2 0.4 0.9 0.0

LnGrp Delay(d),s/veh 39.7 37.8 37.8 0.0 16.2 16.3 17.4 15.8 0.0

LnGrp LOS D D D B B B B

Approach Vol, veh/h 1266 146 137

Approach Delay, s/veh 38.5 16.2 16.1

Approach LOS D B B

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6

Phs Duration (G+Y+Rc), s 50.0 50.0 50.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 45.0 45.0 45.0

Max Q Clear Time (g_c+I1), s 5.0 29.6 6.4

Green Ext Time (p_c), s 1.5 0.0 1.5

Intersection Summary

HCM 2010 Ctrl Delay 34.4

HCM 2010 LOS C
HCM Unsignalized Intersection Capacity Analysis Background

16: NW 2nd Ave & NW 4th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 7 7 325 63 83 305

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89

Hourly flow rate (vph) 8 8 365 71 93 343

Pedestrians 38 5 16

Lane Width (ft) 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 3 0 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 354 347

pX, platoon unblocked 0.96 0.92 0.92

vC, conflicting volume 973 455 474

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 802 369 390

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 97 99 91

cM capacity (veh/h) 292 592 1031

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

Volume Total 16 436 93 343

Volume Left 8 0 93 0

Volume Right 8 71 0 0

cSH 391 1700 1031 1700

Volume to Capacity 0.04 0.26 0.09 0.20

Queue Length 95th (ft) 3 0 7 0

Control Delay (s) 14.6 0.0 8.8 0.0

Lane LOS B A

Approach Delay (s) 14.6 0.0 1.9

Approach LOS B

Intersection Summary

Average Delay 1.2

Intersection Capacity Utilization 43.5% ICU Level of Service A

Analysis Period (min) 15
Timings Background

17: NW 2nd Ave & NW 3rd St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 28 237 44 98 57 305 47 227

Turn Type Perm NA Perm NA Perm NA Perm NA

Protected Phases 4 8 6 2

Permitted Phases 4 8 6 2

Detector Phase 4 4 8 8 6 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 30.0 30.0 30.0 30.0 31.8 31.8 31.8 31.8

Total Split (s) 30.0 30.0 30.0 30.0 70.0 70.0 70.0 70.0

Total Split (%) 30.0% 30.0% 30.0% 30.0% 70.0% 70.0% 70.0% 70.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 0.8 0.8 0.8 0.8

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 4.8 4.8 4.8 4.8

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 31 (31%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green

Natural Cycle: 65

Control Type: Pretimed

Splits and Phases: 17: NW 2nd Ave & NW 3rd St
HCM Signalized Intersection Capacity Analysis Background

17: NW 2nd Ave & NW 3rd St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

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

Lane Configurations

Volume (vph) 28 237 46 44 98 41 57 305 139 47 227 39

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 4.8 4.8 4.8 4.8

Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00

Frpb, ped/bikes 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.99

Flpb, ped/bikes 0.99 1.00 0.98 1.00 0.97 1.00 1.00 1.00

Frt 1.00 0.98 1.00 0.96 1.00 0.95 1.00 0.98

Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00

Satd. Flow (prot) 1537 1573 1513 2933 1506 1552 1547 1581

Flt Permitted 0.66 1.00 0.35 1.00 0.57 1.00 0.44 1.00

Satd. Flow (perm) 1067 1573 559 2933 909 1552 715 1581

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) 29 249 48 46 103 43 60 321 146 49 239 41

RTOR Reduction (vph) 0 7 0 0 32 0 0 16 0 0 6 0

Lane Group Flow (vph) 29 290 0 46 114 0 60 451 0 49 274 0

Confl. Peds. (#/hr) 4 21 21 4 36 36

Turn Type Perm NA Perm NA Perm NA Perm NA

Protected Phases 4 8 6 2

Permitted Phases 4 8 6 2

Actuated Green, G (s) 25.0 25.0 25.0 25.0 65.2 65.2 65.2 65.2

Effective Green, g (s) 25.0 25.0 25.0 25.0 65.2 65.2 65.2 65.2

Actuated g/C Ratio 0.25 0.25 0.25 0.25 0.65 0.65 0.65 0.65

Clearance Time (s) 5.0 5.0 5.0 5.0 4.8 4.8 4.8 4.8

Lane Grp Cap (vph) 266 393 139 733 592 1011 466 1030

v/s Ratio Prot c0.18 0.04 c0.29 0.17

v/s Ratio Perm 0.03 0.08 0.07 0.07

v/c Ratio 0.11 0.74 0.33 0.16 0.10 0.45 0.11 0.27

Uniform Delay, d1 28.9 34.5 30.7 29.3 6.5 8.5 6.5 7.3

Progression Factor 1.00 1.00 1.00 1.01 0.39 0.61 1.06 1.03

Incremental Delay, d2 0.8 11.8 6.2 0.4 0.3 1.4 0.4 0.6

Delay (s) 29.7 46.3 36.9 29.9 2.8 6.6 7.3 8.1

Level of Service C D D C A A A A

Approach Delay (s) 44.8 31.6 6.2 8.0

Approach LOS D C A A

Intersection Summary

HCM 2000 Control Delay 19.3 HCM 2000 Level of Service B

HCM 2000 Volume to Capacity ratio 0.53

Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.8

Intersection Capacity Utilization 76.1% ICU Level of Service D

Analysis Period (min) 15

c Critical Lane Group
Timings Background

18: NW 1st Ave & NW 3rd St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

Lane Group EBL EBT WBL WBT NBL NBT SBT SBR

Lane Configurations

Volume (vph) 30 0 46 134 105 69 198 104

Turn Type Perm NA Perm NA Perm NA NA Perm

Protected Phases 4 8 6 2

Permitted Phases 4 8 6 2

Detector Phase 4 4 8 8 6 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 29.0 29.0 26.0 26.0 25.6 25.6 25.6 25.6

Total Split (s) 63.0 63.0 63.0 63.0 37.0 37.0 37.0 37.0

Total Split (%) 63.0% 63.0% 63.0% 63.0% 37.0% 37.0% 37.0% 37.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 0.6 0.6 0.6 0.6

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 4.6 4.6 4.6 4.6

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 72 (72%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 55

Control Type: Pretimed

Splits and Phases: 18: NW 1st Ave & NW 3rd St
HCM Signalized Intersection Capacity Analysis Background

18: NW 1st Ave & NW 3rd St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

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

Lane Configurations

Volume (vph) 30 0 292 46 134 10 105 69 0 0 198 104

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 4.6 4.6 4.6 4.6

Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 1.00 1.00

Frpb, ped/bikes 0.97 1.00 1.00 1.00 1.00 1.00 0.85

Flpb, ped/bikes 1.00 0.99 1.00 0.90 1.00 1.00 1.00

Frt 0.88 1.00 0.99 1.00 1.00 1.00 0.85

Flt Protected 1.00 0.95 1.00 0.95 1.00 1.00 1.00

Satd. Flow (prot) 1374 1526 3053 1397 1629 1629 1176

Flt Permitted 0.97 0.55 1.00 0.56 1.00 1.00 1.00

Satd. Flow (perm) 1334 880 3053 819 1629 1629 1176

Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99

Adj. Flow (vph) 30 0 295 46 135 10 106 70 0 0 200 105

RTOR Reduction (vph) 0 92 0 0 4 0 0 0 0 0 0 71

Lane Group Flow (vph) 0 233 0 46 141 0 106 70 0 0 200 34

Confl. Peds. (#/hr) 22 19 19 22 99 36 36 99

Turn Type Perm NA Perm NA Perm NA NA Perm

Protected Phases 4 8 6 2

Permitted Phases 4 8 6 2

Actuated Green, G (s) 58.0 58.0 58.0 32.4 32.4 32.4 32.4

Effective Green, g (s) 58.0 58.0 58.0 32.4 32.4 32.4 32.4

Actuated g/C Ratio 0.58 0.58 0.58 0.32 0.32 0.32 0.32

Clearance Time (s) 5.0 5.0 5.0 4.6 4.6 4.6 4.6

Lane Grp Cap (vph) 773 510 1770 265 527 527 381

v/s Ratio Prot 0.05 0.04 0.12

v/s Ratio Perm c0.17 0.05 c0.13 0.03

v/c Ratio 0.30 0.09 0.08 0.40 0.13 0.38 0.09

Uniform Delay, d1 10.7 9.3 9.2 26.3 23.9 26.1 23.5

Progression Factor 0.36 1.00 1.00 0.71 0.76 0.86 1.17

Incremental Delay, d2 0.8 0.3 0.1 4.3 0.5 1.9 0.4

Delay (s) 4.6 9.7 9.3 23.0 18.6 24.3 28.0

Level of Service A A A C B C C

Approach Delay (s) 4.6 9.4 21.3 25.6

Approach LOS A A C C

Intersection Summary

HCM 2000 Control Delay 14.9 HCM 2000 Level of Service B

HCM 2000 Volume to Capacity ratio 0.34

Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.6

Intersection Capacity Utilization 81.0% ICU Level of Service D

Analysis Period (min) 15

c Critical Lane Group
Timings Background

19: NW 2nd Ave & NW 2nd St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

Lane Group EBL EBR NBL NBT SBT

Lane Configurations

Volume (vph) 53 140 66 451 236

Turn Type Perm Perm Perm NA NA

Protected Phases 6 2

Permitted Phases 8 8 6

Detector Phase 8 8 6 6 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 22.0 22.0 22.6 22.6 22.6

Total Split (s) 30.0 30.0 70.0 70.0 70.0

Total Split (%) 30.0% 30.0% 70.0% 70.0% 70.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 0.6 0.6 0.6 0.6 0.6

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.6 4.6 4.6 4.6

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 24 (24%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 45

Control Type: Pretimed

Splits and Phases: 19: NW 2nd Ave & NW 2nd St
HCM Signalized Intersection Capacity Analysis Background

19: NW 2nd Ave & NW 2nd St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

Movement EBL EBR NBL NBT SBT SBR

Lane Configurations

Volume (vph) 53 140 66 451 236 52

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.6 4.6 4.6 4.6

Lane Util. Factor 1.00 1.00 0.95 1.00

Frpb, ped/bikes 1.00 0.45 1.00 0.99

Flpb, ped/bikes 0.81 1.00 1.00 1.00

Frt 1.00 0.85 1.00 0.98

Flt Protected 0.95 1.00 0.99 1.00

Satd. Flow (prot) 1260 622 3067 1574

Flt Permitted 0.95 1.00 0.86 1.00

Satd. Flow (perm) 1260 622 2666 1574

Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94

Adj. Flow (vph) 56 149 70 480 251 55

RTOR Reduction (vph) 0 111 0 0 8 0

Lane Group Flow (vph) 56 38 0 550 298 0

Confl. Peds. (#/hr) 105 240 12 12

Turn Type Perm Perm Perm NA NA

Protected Phases 6 2

Permitted Phases 8 8 6

Actuated Green, G (s) 25.4 25.4 65.4 65.4

Effective Green, g (s) 25.4 25.4 65.4 65.4

Actuated g/C Ratio 0.25 0.25 0.65 0.65

Clearance Time (s) 4.6 4.6 4.6 4.6

Lane Grp Cap (vph) 320 157 1743 1029

v/s Ratio Prot 0.19

v/s Ratio Perm 0.04 c0.06 c0.21

v/c Ratio 0.17 0.24 0.32 0.29

Uniform Delay, d1 29.1 29.6 7.5 7.4

Progression Factor 1.00 1.00 1.24 0.58

Incremental Delay, d2 1.2 3.6 0.5 0.7

Delay (s) 30.3 33.2 9.8 4.9

Level of Service C C A A

Approach Delay (s) 32.4 9.8 4.9

Approach LOS C A A

Intersection Summary

HCM 2000 Control Delay 12.8 HCM 2000 Level of Service B

HCM 2000 Volume to Capacity ratio 0.29

Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.2

Intersection Capacity Utilization 59.2% ICU Level of Service B

Analysis Period (min) 15

c Critical Lane Group
Timings Background

20: NW 2nd Ave & NW 1st St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

Lane Group WBT NBL NBT SBT

Lane Configurations

Volume (vph) 146 41 447 384

Turn Type NA Perm NA NA

Protected Phases 4 6 2

Permitted Phases 6

Detector Phase 4 6 6 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0

Minimum Split (s) 24.0 25.0 25.0 25.0

Total Split (s) 45.0 55.0 55.0 55.0

Total Split (%) 45.0% 55.0% 55.0% 55.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 2 (2%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 50

Control Type: Pretimed

Splits and Phases: 20: NW 2nd Ave & NW 1st St
HCM 2010 Signalized Intersection Summary Background

20: NW 2nd Ave & NW 1st St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 45 146 56 41 447 0 0 384 42

Number 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.90 0.98 1.00 1.00 0.97

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 1710 1629 0 0 1629 1710

Adj Flow Rate, veh/h 47 152 58 43 466 0 0 400 44

Adj No. of Lanes 0 3 0 0 2 0 0 1 0

Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96

Percent Heavy Veh, % 0 5 0 5 5 0 0 5 5

Cap, veh/h 313 1071 378 133 1334 0 0 719 79

Arrive On Green 0.40 0.40 0.40 0.50 0.50 0.00 0.00 1.00 1.00

Sat Flow, veh/h 782 2677 946 183 2743 0 0 1437 158

Grp Volume(v), veh/h 96 80 82 262 247 0 0 0 444

Grp Sat Flow(s),veh/h/ln 1589 1482 1333 1444 1408 0 0 0 1595

Q Serve(g_s), s 3.8 3.4 3.9 0.0 10.6 0.0 0.0 0.0 0.0

Cycle Q Clear(g_c), s 3.8 3.4 3.9 9.6 10.6 0.0 0.0 0.0 0.0

Prop In Lane 0.49 0.71 0.16 0.00 0.00 0.10

Lane Grp Cap(c), veh/h 636 593 533 764 704 0 0 0 798

V/C Ratio(X) 0.15 0.13 0.15 0.34 0.35 0.00 0.00 0.00 0.56

Avail Cap(c_a), veh/h 636 593 533 764 704 0 0 0 798

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00

Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00

Uniform Delay (d), s/veh 19.2 19.0 19.2 14.9 15.2 0.0 0.0 0.0 0.0

Incr Delay (d2), s/veh 0.5 0.5 0.6 1.2 1.4 0.0 0.0 0.0 2.8

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 1.8 1.5 1.5 4.6 4.4 0.0 0.0 0.0 0.6

LnGrp Delay(d),s/veh 19.7 19.5 19.8 16.1 16.5 0.0 0.0 0.0 2.8

LnGrp LOS B B B B B A

Approach Vol, veh/h 257 509 444

Approach Delay, s/veh 19.6 16.3 2.8

Approach LOS B B A

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6

Phs Duration (G+Y+Rc), s 55.0 45.0 55.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 50.0 40.0 50.0

Max Q Clear Time (g_c+I1), s 2.0 5.9 12.6

Green Ext Time (p_c), s 2.3 0.0 2.3

Intersection Summary

HCM 2010 Ctrl Delay 12.1

HCM 2010 LOS B
Timings Background

21: NW 1st Ave & NW 1st St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

Lane Group WBT NBL NBT SBL SBT SBR

Lane Configurations

Volume (vph) 145 34 223 13 106 63

Turn Type NA Perm NA Perm NA Perm

Protected Phases 2 4 8

Permitted Phases 4 8 8

Detector Phase 2 4 4 8 8 8

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 30.0 25.0 25.0 25.0 25.0 25.0

Total Split (s) 45.0 55.0 55.0 55.0 55.0 55.0

Total Split (%) 45.0% 55.0% 55.0% 55.0% 55.0% 55.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 20 (20%), Referenced to phase 2:WBTL, Start of Green

Natural Cycle: 55

Control Type: Pretimed

Splits and Phases: 21: NW 1st Ave & NW 1st St
HCM 2010 Signalized Intersection Summary Background

21: NW 1st Ave & NW 1st St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background AM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 38 145 93 34 223 9 13 106 63

Number 5 2 12 7 4 14 3 8 18

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.81 0.99 0.96 0.99 0.98

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 1710 1629 1710 1710 1629 1629

Adj Flow Rate, veh/h 41 156 100 37 240 10 14 114 68

Adj No. of Lanes 0 2 0 0 1 0 0 2 1

Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93

Percent Heavy Veh, % 0 5 0 5 5 5 5 5 5

Cap, veh/h 158 596 372 112 669 27 169 1310 677

Arrive On Green 0.40 0.40 0.40 0.50 0.50 0.50 0.50 0.50 0.50

Sat Flow, veh/h 394 1491 930 143 1337 53 251 2619 1354

Grp Volume(v), veh/h 167 0 130 287 0 0 68 60 68

Grp Sat Flow(s),veh/h/ln 1609 0 1206 1534 0 0 1462 1408 1354

Q Serve(g_s), s 7.0 0.0 7.2 0.0 0.0 0.0 0.0 2.2 2.6

Cycle Q Clear(g_c), s 7.0 0.0 7.2 10.8 0.0 0.0 2.2 2.2 2.6

Prop In Lane 0.25 0.77 0.13 0.03 0.21 1.00

Lane Grp Cap(c), veh/h 644 0 482 808 0 0 775 704 677

V/C Ratio(X) 0.26 0.00 0.27 0.36 0.00 0.00 0.09 0.09 0.10

Avail Cap(c_a), veh/h 644 0 482 808 0 0 775 704 677

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00

Uniform Delay (d), s/veh 20.1 0.0 20.2 15.2 0.0 0.0 13.0 13.1 13.2

Incr Delay (d2), s/veh 1.0 0.0 1.4 1.2 0.0 0.0 0.2 0.2 0.3

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 3.2 0.0 2.6 5.1 0.0 0.0 1.0 0.9 1.0

LnGrp Delay(d),s/veh 21.1 0.0 21.5 16.4 0.0 0.0 13.3 13.3 13.5

LnGrp LOS C C B B B B

Approach Vol, veh/h 297 287 196

Approach Delay, s/veh 21.3 16.4 13.3

Approach LOS C B B

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 8

Phs Duration (G+Y+Rc), s 45.0 55.0 55.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 40.0 50.0 50.0

Max Q Clear Time (g_c+I1), s 9.2 12.8 4.6

Green Ext Time (p_c), s 0.0 1.8 1.8

Intersection Summary

HCM 2010 Ctrl Delay 17.5

HCM 2010 LOS B
Timings Background

5: NW 8th Street & NW 2nd Avenue PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 31 285 16 267 133 258 11 104

Turn Type Perm NA Perm NA Perm NA Perm NA

Protected Phases 8 4 6 2

Permitted Phases 8 4 6 2

Detector Phase 8 8 4 4 6 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 23.0 23.0 23.0 23.0 23.0 23.0 23.0 23.0

Total Split (s) 40.0 40.0 40.0 40.0 60.0 60.0 60.0 60.0

Total Split (%) 40.0% 40.0% 40.0% 40.0% 60.0% 60.0% 60.0% 60.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 31 (31%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green

Natural Cycle: 50

Control Type: Pretimed

Splits and Phases: 5: NW 8th Street & NW 2nd Avenue
HCM 2010 Signalized Intersection Summary Background

5: NW 8th Street & NW 2nd Avenue PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

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

Lane Configurations

Volume (veh/h) 31 285 32 16 267 26 133 258 58 11 104 60

Number 3 8 18 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 0.99 0.97 1.00 0.97

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 1900 1810 1900 1900 1810 1900 1900 1810 1900 1900 1810 1900

Adj Flow Rate, veh/h 36 331 37 19 310 30 155 300 67 13 121 70

Adj No. of Lanes 0 1 0 0 1 0 0 1 0 0 1 0

Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86

Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5

Cap, veh/h 72 509 55 54 545 51 275 509 109 70 565 311

Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.18 0.18 0.18 0.55 0.55 0.55

Sat Flow, veh/h 94 1455 156 45 1556 146 415 925 197 57 1027 566

Grp Volume(v), veh/h 404 0 0 359 0 0 522 0 0 204 0 0

Grp Sat Flow(s),veh/h/ln 1706 0 0 1747 0 0 1537 0 0 1650 0 0

Q Serve(g_s), s 3.2 0.0 0.0 0.0 0.0 0.0 24.6 0.0 0.0 0.0 0.0 0.0

Cycle Q Clear(g_c), s 19.6 0.0 0.0 16.4 0.0 0.0 30.8 0.0 0.0 6.2 0.0 0.0

Prop In Lane 0.09 0.09 0.05 0.08 0.30 0.13 0.06 0.34

Lane Grp Cap(c), veh/h 636 0 0 649 0 0 892 0 0 946 0 0

V/C Ratio(X) 0.64 0.00 0.00 0.55 0.00 0.00 0.59 0.00 0.00 0.22 0.00 0.00

Avail Cap(c_a), veh/h 636 0 0 649 0 0 892 0 0 946 0 0

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00

Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00

Uniform Delay (d), s/veh 27.4 0.0 0.0 26.5 0.0 0.0 30.6 0.0 0.0 11.5 0.0 0.0

Incr Delay (d2), s/veh 4.8 0.0 0.0 3.4 0.0 0.0 2.8 0.0 0.0 0.5 0.0 0.0

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 BackOfQ(50%),veh/ln 10.3 0.0 0.0 8.7 0.0 0.0 14.0 0.0 0.0 3.0 0.0 0.0

LnGrp Delay(d),s/veh 32.2 0.0 0.0 29.8 0.0 0.0 33.4 0.0 0.0 12.0 0.0 0.0

LnGrp LOS C C C B

Approach Vol, veh/h 404 359 522 204

Approach Delay, s/veh 32.2 29.8 33.4 12.0

Approach LOS C C C B

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6 8

Phs Duration (G+Y+Rc), s 60.0 40.0 60.0 40.0

Change Period (Y+Rc), s 5.0 5.0 5.0 5.0

Max Green Setting (Gmax), s 55.0 35.0 55.0 35.0

Max Q Clear Time (g_c+I1), s 8.2 18.4 32.8 21.6

Green Ext Time (p_c), s 1.9 3.1 1.9 2.8

Intersection Summary

HCM 2010 Ctrl Delay 29.3

HCM 2010 LOS C
HCM Unsignalized Intersection Capacity Analysis Background

6: NW 1st Ct & NW 8th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (veh/h) 311 44 9 221 59 51

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91

Hourly flow rate (vph) 342 48 10 243 65 56

Pedestrians 3 34 15

Lane Width (ft) 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 0 3 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 357

pX, platoon unblocked 0.83 0.83 0.83

vC, conflicting volume 405 647 415

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 183 474 195

tC, single (s) 4.1 6.4 6.2

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 99 85 92

cM capacity (veh/h) 1128 442 669

Direction, Lane # EB 1 WB 1 NB 1

Volume Total 390 253 121

Volume Left 0 10 65

Volume Right 48 0 56

cSH 1700 1128 524

Volume to Capacity 0.23 0.01 0.23

Queue Length 95th (ft) 0 1 22

Control Delay (s) 0.0 0.4 13.9

Lane LOS A B

Approach Delay (s) 0.0 0.4 13.9

Approach LOS B

Intersection Summary

Average Delay 2.3

Intersection Capacity Utilization 37.4% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Background

7: NW 1st Ave & NW 8th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

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

Lane Configurations

Volume (veh/h) 115 245 34 6 159 23 42 119 14 3 23 11

Sign Control Free Free Stop Stop

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) 121 258 36 6 167 24 44 125 15 3 24 12

Pedestrians 19 14 19 16

Lane Width (ft) 12.0 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0 4.0

Percent Blockage 2 1 2 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 726

pX, platoon unblocked 0.89 0.89 0.89 0.89 0.89 0.89

vC, conflicting volume 208 313 772 757 309 817 763 214

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 208 163 680 664 159 731 670 214

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

tC, 2 stage (s)

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

p0 queue free % 91 99 83 57 98 98 92 99

cM capacity (veh/h) 1328 1221 260 294 759 173 292 794

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

Volume Total 415 198 44 84 56 3 16 20

Volume Left 121 6 44 0 0 3 0 0

Volume Right 36 24 0 0 15 0 0 12

cSH 1328 1221 260 294 350 173 292 465

Volume to Capacity 0.09 0.01 0.17 0.28 0.16 0.02 0.06 0.04

Queue Length 95th (ft) 8 0 15 28 14 1 4 3

Control Delay (s) 3.0 0.3 21.7 22.0 17.2 26.2 18.1 13.1

Lane LOS A A C C C D C B

Approach Delay (s) 3.0 0.3 20.5 16.2

Approach LOS C C

Intersection Summary

Average Delay 6.8

Intersection Capacity Utilization 53.6% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Background

8: NW 2nd Ave & NW 7th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 7 35 416 0 0 149

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88

Hourly flow rate (vph) 8 40 473 0 0 169

Pedestrians 11 9 11

Lane Width (ft) 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 1 1 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 366 339

pX, platoon unblocked 0.88 0.88 0.88

vC, conflicting volume 662 495 484

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 550 361 348

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 98 93 100

cM capacity (veh/h) 426 587 1044

Direction, Lane # WB 1 NB 1 SB 1

Volume Total 48 473 169

Volume Left 8 0 0

Volume Right 40 0 0

cSH 552 1700 1700

Volume to Capacity 0.09 0.28 0.10

Queue Length 95th (ft) 7 0 0

Control Delay (s) 12.1 0.0 0.0

Lane LOS B

Approach Delay (s) 12.1 0.0 0.0

Approach LOS B

Intersection Summary

Average Delay 0.8

Intersection Capacity Utilization 35.1% ICU Level of Service A

Analysis Period (min) 15
Timings Background

10: NW 2nd Ave & NW 6th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

Lane Group WBT NBL NBT SBT

Lane Configurations

Volume (vph) 624 134 311 118

Turn Type NA Perm NA NA

Protected Phases 8 6 2

Permitted Phases 6

Detector Phase 8 6 6 2

Switch Phase

Minimum Initial (s) 7.0 15.0 15.0 15.0

Minimum Split (s) 27.0 21.0 21.0 21.0

Total Split (s) 34.0 66.0 66.0 66.0

Total Split (%) 34.0% 66.0% 66.0% 66.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 88 (88%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 60

Control Type: Pretimed

Splits and Phases: 10: NW 2nd Ave & NW 6th St
HCM 2010 Signalized Intersection Summary Background

10: NW 2nd Ave & NW 6th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 67 624 72 134 311 0 0 118 45

Number 3 8 18 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.99 0.99 1.00 1.00 0.99

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 1710 1629 0 0 1629 1710

Adj Flow Rate, veh/h 75 701 81 151 349 0 0 133 51

Adj No. of Lanes 0 2 0 0 1 0 0 1 0

Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89

Percent Heavy Veh, % 0 5 0 5 5 0 0 5 5

Cap, veh/h 77 755 92 261 571 0 0 682 262

Arrive On Green 0.29 0.29 0.29 1.00 1.00 0.00 0.00 0.20 0.20

Sat Flow, veh/h 266 2603 316 352 936 0 0 1119 429

Grp Volume(v), veh/h 455 0 402 500 0 0 0 0 184

Grp Sat Flow(s),veh/h/ln 1615 0 1570 1287 0 0 0 0 1547

Q Serve(g_s), s 27.8 0.0 24.5 7.6 0.0 0.0 0.0 0.0 9.9

Cycle Q Clear(g_c), s 27.8 0.0 24.5 17.5 0.0 0.0 0.0 0.0 9.9

Prop In Lane 0.16 0.20 0.30 0.00 0.00 0.28

Lane Grp Cap(c), veh/h 468 0 455 832 0 0 0 0 944

V/C Ratio(X) 0.97 0.00 0.88 0.60 0.00 0.00 0.00 0.00 0.19

Avail Cap(c_a), veh/h 468 0 455 832 0 0 0 0 944

HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 0.33 0.33

Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00

Uniform Delay (d), s/veh 35.1 0.0 33.9 0.6 0.0 0.0 0.0 0.0 19.5

Incr Delay (d2), s/veh 34.9 0.0 21.3 3.2 0.0 0.0 0.0 0.0 0.5

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 16.9 0.0 13.3 3.0 0.0 0.0 0.0 0.0 4.4

LnGrp Delay(d),s/veh 70.0 0.0 55.2 3.8 0.0 0.0 0.0 0.0 20.0

LnGrp LOS E E A B

Approach Vol, veh/h 857 500 184

Approach Delay, s/veh 63.0 3.8 20.0

Approach LOS E A B

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 6 8

Phs Duration (G+Y+Rc), s 66.0 66.0 34.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 61.0 61.0 29.0

Max Q Clear Time (g_c+I1), s 11.9 19.5 29.8

Green Ext Time (p_c), s 1.7 1.7 0.0

Intersection Summary

HCM 2010 Ctrl Delay 38.7

HCM 2010 LOS D
HCM Unsignalized Intersection Capacity Analysis Background

11: NW 1st Ct & NW 6th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 11 723 123 10 11 0 0 8 25

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79

Hourly flow rate (vph) 0 0 0 14 915 156 13 14 0 0 10 32

Pedestrians 3 39 3 5

Lane Width (ft) 0.0 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0 4.0

Percent Blockage 0 3 0 0

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 363

pX, platoon unblocked

vC, conflicting volume 1076 3 528 1107 42 1072 1029 543

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 1076 3 528 1107 42 1072 1029 543

tC, single (s) 4.2 4.2 7.6 6.6 7.0 7.6 6.6 7.0

tC, 2 stage (s)

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

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

cM capacity (veh/h) 624 1592 379 201 975 154 224 474

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

Volume Total 472 613 27 42

Volume Left 14 0 13 0

Volume Right 0 156 0 32

cSH 1592 1700 259 373

Volume to Capacity 0.01 0.36 0.10 0.11

Queue Length 95th (ft) 1 0 8 9

Control Delay (s) 0.3 0.0 20.5 15.9

Lane LOS A C C

Approach Delay (s) 0.1 20.5 15.9

Approach LOS C C

Intersection Summary

Average Delay 1.2

Intersection Capacity Utilization 46.1% ICU Level of Service A

Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Background

12: NW 1st Ave & NW 6th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 6 460 27 65 159 0 0 44 23

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 0 0 7 500 29 71 173 0 0 48 25

Pedestrians 42 7 5 5

Lane Width (ft) 0.0 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0 4.0

Percent Blockage 0 1 0 0

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 855

pX, platoon unblocked

vC, conflicting volume 534 5 359 552 12 626 538 312

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 534 5 359 552 12 626 538 312

tC, single (s) 4.2 4.2 7.6 6.6 7.0 7.6 6.6 7.0

tC, 2 stage (s)

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

p0 queue free % 100 100 86 60 100 100 89 96

cM capacity (veh/h) 1005 1587 491 428 1045 244 437 673

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

Volume Total 257 279 71 86 86 32 41

Volume Left 7 0 71 0 0 0 0

Volume Right 0 29 0 0 0 0 25

cSH 1587 1700 491 428 428 437 556

Volume to Capacity 0.00 0.16 0.14 0.20 0.20 0.07 0.07

Queue Length 95th (ft) 0 0 12 19 19 6 6

Control Delay (s) 0.2 0.0 13.6 15.5 15.5 13.9 12.0

Lane LOS A B C C B B

Approach Delay (s) 0.1 15.0 12.8

Approach LOS B B

Intersection Summary

Average Delay 5.4

Intersection Capacity Utilization 43.3% ICU Level of Service A

Analysis Period (min) 15
Timings Background

13: NW 2nd Ave & NW 5th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

Lane Group EBT NBT SBL SBT

Lane Configurations

Volume (vph) 345 477 19 158

Turn Type NA NA Perm NA

Protected Phases 4 6 2

Permitted Phases 2

Detector Phase 4 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0

Minimum Split (s) 23.0 21.0 21.0 21.0

Total Split (s) 37.0 63.0 63.0 63.0

Total Split (%) 37.0% 63.0% 63.0% 63.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 97 (97%), Referenced to phase 2:SBTL and 6:NBT, Start of Green

Natural Cycle: 60

Control Type: Pretimed

Splits and Phases: 13: NW 2nd Ave & NW 5th St
HCM 2010 Signalized Intersection Summary Background

13: NW 2nd Ave & NW 5th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

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

Lane Configurations

Volume (veh/h) 26 345 69 0 0 0 0 477 110 19 158 0

Number 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 0.99 1.00

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 0 1629 1710 1710 1629 0

Adj Flow Rate, veh/h 28 367 73 0 507 117 20 168 0

Adj No. of Lanes 0 3 0 0 1 0 0 1 0

Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94

Percent Heavy Veh, % 0 5 0 0 5 5 5 5 0

Cap, veh/h 84 1152 230 0 741 171 103 796 0

Arrive On Green 0.32 0.32 0.32 0.00 1.00 1.00 1.00 1.00 0.00

Sat Flow, veh/h 261 3601 720 0 1277 295 109 1372 0

Grp Volume(v), veh/h 173 144 151 0 0 624 188 0 0

Grp Sat Flow(s),veh/h/ln 1616 1482 1484 0 0 1572 1481 0 0

Q Serve(g_s), s 8.2 7.3 7.7 0.0 0.0 0.0 0.0 0.0 0.0

Cycle Q Clear(g_c), s 8.2 7.3 7.7 0.0 0.0 0.0 0.0 0.0 0.0

Prop In Lane 0.16 0.48 0.00 0.19 0.11 0.00

Lane Grp Cap(c), veh/h 517 474 475 0 0 912 899 0 0

V/C Ratio(X) 0.34 0.30 0.32 0.00 0.00 0.68 0.21 0.00 0.00

Avail Cap(c_a), veh/h 517 474 475 0 0 912 899 0 0

HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 1.00

Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00

Uniform Delay (d), s/veh 25.9 25.6 25.7 0.0 0.0 0.0 0.0 0.0 0.0

Incr Delay (d2), s/veh 1.7 1.6 1.7 0.0 0.0 4.2 0.5 0.0 0.0

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 3.9 3.2 3.4 0.0 0.0 1.1 0.1 0.0 0.0

LnGrp Delay(d),s/veh 27.6 27.3 27.5 0.0 0.0 4.2 0.5 0.0 0.0

LnGrp LOS C C C A A

Approach Vol, veh/h 468 624 188

Approach Delay, s/veh 27.5 4.2 0.5

Approach LOS C A A

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6

Phs Duration (G+Y+Rc), s 63.0 37.0 63.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 58.0 32.0 58.0

Max Q Clear Time (g_c+I1), s 2.0 10.2 2.0

Green Ext Time (p_c), s 2.1 0.0 2.1

Intersection Summary

HCM 2010 Ctrl Delay 12.2

HCM 2010 LOS B
HCM Unsignalized Intersection Capacity Analysis Background

14: NW 5th St & NW 1st Ct PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

Movement EBL EBT WBT WBR SBL SBR

Lane Configurations

Volume (veh/h) 20 495 0 0 13 0

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 21 521 0 0 14 0

Pedestrians 8 159 5

Lane Width (ft) 12.0 0.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 1 0 0

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 361 491

pX, platoon unblocked 0.97

vC, conflicting volume 5 380 13

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 5 260 13

tC, single (s) 4.2 6.9 7.0

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 99 98 100

cM capacity (veh/h) 1587 667 1043

Direction, Lane # EB 1 EB 2 EB 3 SB 1

Volume Total 125 208 208 14

Volume Left 21 0 0 14

Volume Right 0 0 0 0

cSH 1587 1700 1700 667

Volume to Capacity 0.01 0.12 0.12 0.02

Queue Length 95th (ft) 1 0 0 2

Control Delay (s) 1.3 0.0 0.0 10.5

Lane LOS A B

Approach Delay (s) 0.3 10.5

Approach LOS B

Intersection Summary

Average Delay 0.6

Intersection Capacity Utilization 24.5% ICU Level of Service A

Analysis Period (min) 15
Timings Background

15: NW 1st Ave & NW 5th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

Lane Group EBT NBT SBL SBT

Lane Configurations

Volume (vph) 451 163 15 34

Turn Type NA NA Perm NA

Protected Phases 6 4 8

Permitted Phases 8

Detector Phase 6 4 8 8

Switch Phase

Minimum Initial (s) 18.0 7.0 7.0 7.0

Minimum Split (s) 23.0 21.0 21.0 21.0

Total Split (s) 66.0 34.0 34.0 34.0

Total Split (%) 66.0% 34.0% 34.0% 34.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 82 (82%), Referenced to phase 6:EBTL, Start of Green

Natural Cycle: 45

Control Type: Pretimed

Splits and Phases: 15: NW 1st Ave & NW 5th St
HCM 2010 Signalized Intersection Summary Background

15: NW 1st Ave & NW 5th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

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

Lane Configurations

Volume (veh/h) 52 451 47 0 0 0 0 163 101 15 34 0

Number 1 6 16 7 4 14 3 8 18

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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

Adj Sat Flow, veh/h/ln 1710 1629 1710 0 1629 1710 1629 1629 0

Adj Flow Rate, veh/h 54 470 49 0 170 105 16 35 0

Adj No. of Lanes 0 3 0 0 2 0 1 2 0

Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96

Percent Heavy Veh, % 0 5 0 0 5 5 5 5 0

Cap, veh/h 252 2333 248 0 543 317 264 897 0

Arrive On Green 0.20 0.20 0.20 0.00 0.10 0.10 0.29 0.29 0.00

Sat Flow, veh/h 413 3825 407 0 1954 1094 960 3176 0

Grp Volume(v), veh/h 210 176 187 0 139 136 16 35 0

Grp Sat Flow(s),veh/h/ln 1608 1482 1555 0 1547 1419 960 1547 0

Q Serve(g_s), s 10.9 9.8 10.0 0.0 8.4 9.0 1.4 0.8 0.0

Cycle Q Clear(g_c), s 10.9 9.8 10.0 0.0 8.4 9.0 10.3 0.8 0.0

Prop In Lane 0.26 0.26 0.00 0.77 1.00 0.00

Lane Grp Cap(c), veh/h 981 904 948 0 449 412 264 897 0

V/C Ratio(X) 0.21 0.19 0.20 0.00 0.31 0.33 0.06 0.04 0.00

Avail Cap(c_a), veh/h 981 904 948 0 449 412 264 897 0

HCM Platoon Ratio 0.33 0.33 0.33 1.00 0.33 0.33 1.00 1.00 1.00

Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00

Uniform Delay (d), s/veh 19.9 19.5 19.6 0.0 35.9 36.2 32.5 25.5 0.0

Incr Delay (d2), s/veh 0.5 0.5 0.5 0.0 1.8 2.1 0.4 0.1 0.0

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 5.0 4.2 4.4 0.0 3.8 3.8 0.4 0.4 0.0

LnGrp Delay(d),s/veh 20.4 20.0 20.0 0.0 37.7 38.3 33.0 25.6 0.0

LnGrp LOS C B C D D C C

Approach Vol, veh/h 573 275 51

Approach Delay, s/veh 20.2 38.0 27.9

Approach LOS C D C

Timer 1 2 3 4 5 6 7 8

Assigned Phs 4 6 8

Phs Duration (G+Y+Rc), s 34.0 66.0 34.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 29.0 61.0 29.0

Max Q Clear Time (g_c+I1), s 11.0 12.9 12.3

Green Ext Time (p_c), s 1.5 0.0 1.4

Intersection Summary

HCM 2010 Ctrl Delay 26.1

HCM 2010 LOS C
HCM Unsignalized Intersection Capacity Analysis Background

16: NW 2nd Ave & NW 4th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 56 72 506 4 10 215

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91

Hourly flow rate (vph) 62 79 556 4 11 236

Pedestrians 19 3 7

Lane Width (ft) 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 2 0 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 344 358

pX, platoon unblocked 0.84 0.83 0.83

vC, conflicting volume 838 584 579

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 644 392 386

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 83 85 99

cM capacity (veh/h) 352 526 940

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

Volume Total 141 560 11 236

Volume Left 62 0 11 0

Volume Right 79 4 0 0

cSH 432 1700 940 1700

Volume to Capacity 0.33 0.33 0.01 0.14

Queue Length 95th (ft) 35 0 1 0

Control Delay (s) 17.3 0.0 8.9 0.0

Lane LOS C A

Approach Delay (s) 17.3 0.0 0.4

Approach LOS C

Intersection Summary

Average Delay 2.7

Intersection Capacity Utilization 42.6% ICU Level of Service A

Analysis Period (min) 15
Timings Background

17: NW 2nd Ave & NW 3rd St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 12 71 72 321 104 438 23 178

Turn Type Perm NA Perm NA Perm NA Perm NA

Protected Phases 8 4 6 2

Permitted Phases 8 4 6 2

Detector Phase 8 8 4 4 6 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 30.0 30.0 30.0 30.0 31.8 31.8 31.8 31.8

Total Split (s) 35.0 35.0 35.0 35.0 65.0 65.0 65.0 65.0

Total Split (%) 35.0% 35.0% 35.0% 35.0% 65.0% 65.0% 65.0% 65.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 0.8 0.8 0.8 0.8

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 4.8 4.8 4.8 4.8

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 79 (79%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green

Natural Cycle: 65

Control Type: Pretimed

Splits and Phases: 17: NW 2nd Ave & NW 3rd St
HCM 2010 Signalized Intersection Summary Background

17: NW 2nd Ave & NW 3rd St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

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

Lane Configurations

Volume (veh/h) 12 71 13 72 321 55 104 438 51 23 178 78

Number 3 8 18 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 0.99 0.96 0.97 0.96 0.99 0.98 0.99 0.99

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 1629 1629 1710 1629 1629 1710 1629 1629 1710 1629 1629 1710

Adj Flow Rate, veh/h 13 75 14 76 338 58 109 461 54 24 187 82

Adj No. of Lanes 1 1 0 1 2 0 1 1 0 1 1 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

Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5

Cap, veh/h 223 398 74 357 789 134 649 860 101 532 644 282

Arrive On Green 0.30 0.30 0.30 0.10 0.10 0.10 1.00 1.00 1.00 1.00 1.00 1.00

Sat Flow, veh/h 848 1326 247 1105 2630 446 959 1428 167 764 1070 469

Grp Volume(v), veh/h 13 0 89 76 197 199 109 0 515 24 0 269

Grp Sat Flow(s),veh/h/ln 848 0 1573 1105 1547 1529 959 0 1595 764 0 1539

Q Serve(g_s), s 1.3 0.0 4.2 6.4 12.0 12.3 0.0 0.0 0.0 0.0 0.0 0.0

Cycle Q Clear(g_c), s 13.5 0.0 4.2 10.6 12.0 12.3 0.0 0.0 0.0 0.0 0.0 0.0

Prop In Lane 1.00 0.16 1.00 0.29 1.00 0.10 1.00 0.30

Lane Grp Cap(c), veh/h 223 0 472 357 464 459 649 0 960 532 0 927

V/C Ratio(X) 0.06 0.00 0.19 0.21 0.42 0.43 0.17 0.00 0.54 0.05 0.00 0.29

Avail Cap(c_a), veh/h 223 0 472 357 464 459 649 0 960 532 0 927

HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 2.00 2.00 2.00 2.00 2.00 2.00

Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00

Uniform Delay (d), s/veh 34.4 0.0 26.0 38.3 36.9 37.1 0.0 0.0 0.0 0.0 0.0 0.0

Incr Delay (d2), s/veh 0.5 0.0 0.9 1.4 2.8 3.0 0.6 0.0 2.1 0.2 0.0 0.8

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 BackOfQ(50%),veh/ln 0.3 0.0 1.9 2.1 5.5 5.6 0.1 0.0 0.6 0.0 0.0 0.2

LnGrp Delay(d),s/veh 34.9 0.0 26.9 39.7 39.8 40.0 0.6 0.0 2.1 0.2 0.0 0.8

LnGrp LOS C C D D D A A A A

Approach Vol, veh/h 102 472 624 293

Approach Delay, s/veh 27.9 39.9 1.9 0.7

Approach LOS C D A A

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6 8

Phs Duration (G+Y+Rc), s 65.0 35.0 65.0 35.0

Change Period (Y+Rc), s * 4.8 5.0 * 4.8 5.0

Max Green Setting (Gmax), s * 60 30.0 * 60 30.0

Max Q Clear Time (g_c+I1), s 2.0 14.3 2.0 15.5

Green Ext Time (p_c), s 2.2 2.4 2.2 2.4

Intersection Summary

HCM 2010 Ctrl Delay 15.5

HCM 2010 LOS B

Notes

* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier.
Timings Background

18: NW 1st Ave & NW 3rd St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

Lane Group EBL EBT WBL WBT NBL NBT SBT SBR

Lane Configurations

Volume (vph) 39 0 47 257 98 145 82 43

Turn Type Perm NA Perm NA Perm NA NA Perm

Protected Phases 8 4 6 2

Permitted Phases 8 4 6 2

Detector Phase 8 8 4 4 6 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 26.0 26.0 29.0 29.0 25.6 25.6 25.6 25.6

Total Split (s) 69.0 69.0 69.0 69.0 31.0 31.0 31.0 31.0

Total Split (%) 69.0% 69.0% 69.0% 69.0% 31.0% 31.0% 31.0% 31.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 0.6 0.6 0.6 0.6

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 4.6 4.6 4.6 4.6

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 70 (70%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 55

Control Type: Pretimed

Splits and Phases: 18: NW 1st Ave & NW 3rd St
HCM 2010 Signalized Intersection Summary Background

18: NW 1st Ave & NW 3rd St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

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

Lane Configurations

Volume (veh/h) 39 0 103 47 257 52 98 145 0 0 82 43

Number 3 8 18 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 0.96 1.00 1.00 0.95

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 1710 1629 1710 1629 1629 1710 1629 1629 0 0 1629 1629

Adj Flow Rate, veh/h 42 0 112 51 279 57 107 158 0 0 89 47

Adj No. of Lanes 0 1 0 1 2 0 1 1 0 0 1 1

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Percent Heavy Veh, % 5 5 5 5 5 5 5 5 0 0 5 5

Cap, veh/h 238 21 568 732 1640 330 305 430 0 0 430 346

Arrive On Green 0.64 0.00 0.64 0.64 0.64 0.64 0.26 0.26 0.00 0.00 0.26 0.26

Sat Flow, veh/h 300 33 887 1107 2562 515 1051 1629 0 0 1629 1312

Grp Volume(v), veh/h 154 0 0 51 167 169 107 158 0 0 89 47

Grp Sat Flow(s),veh/h/ln 1219 0 0 1107 1547 1530 1051 1629 0 0 1629 1312

Q Serve(g_s), s 0.0 0.0 0.0 1.9 4.3 4.5 8.8 7.9 0.0 0.0 4.3 2.7

Cycle Q Clear(g_c), s 4.3 0.0 0.0 6.3 4.3 4.5 13.1 7.9 0.0 0.0 4.3 2.7

Prop In Lane 0.27 0.73 1.00 0.34 1.00 0.00 0.00 1.00

Lane Grp Cap(c), veh/h 826 0 0 732 990 979 305 430 0 0 430 346

V/C Ratio(X) 0.19 0.00 0.00 0.07 0.17 0.17 0.35 0.37 0.00 0.00 0.21 0.14

Avail Cap(c_a), veh/h 826 0 0 732 990 979 305 430 0 0 430 346

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00

Uniform Delay (d), s/veh 7.3 0.0 0.0 8.5 7.3 7.3 33.7 30.0 0.0 0.0 28.7 28.1

Incr Delay (d2), s/veh 0.5 0.0 0.0 0.2 0.4 0.4 3.2 2.4 0.0 0.0 1.1 0.8

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 BackOfQ(50%),veh/ln 1.8 0.0 0.0 0.6 2.0 2.0 2.8 3.8 0.0 0.0 2.0 1.1

LnGrp Delay(d),s/veh 7.8 0.0 0.0 8.7 7.6 7.7 36.9 32.4 0.0 0.0 29.7 28.9

LnGrp LOS A A A A D C C C

Approach Vol, veh/h 154 387 265 136

Approach Delay, s/veh 7.8 7.8 34.2 29.5

Approach LOS A A C C

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6 8

Phs Duration (G+Y+Rc), s 31.0 69.0 31.0 69.0

Change Period (Y+Rc), s * 4.6 5.0 * 4.6 5.0

Max Green Setting (Gmax), s * 26 64.0 * 26 64.0

Max Q Clear Time (g_c+I1), s 6.3 8.3 15.1 6.3

Green Ext Time (p_c), s 0.6 3.0 0.5 3.0

Intersection Summary

HCM 2010 Ctrl Delay 18.3

HCM 2010 LOS B

Notes

* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier.
Timings Background

19: NW 2nd Ave & NW 2nd St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

Lane Group EBL EBR NBL NBT SBT

Lane Configurations

Volume (vph) 41 61 41 563 238

Turn Type Perm Perm Perm NA NA

Protected Phases 6 2

Permitted Phases 8 8 6

Detector Phase 8 8 6 6 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 22.0 22.0 22.6 22.6 22.6

Total Split (s) 25.0 25.0 75.0 75.0 75.0

Total Split (%) 25.0% 25.0% 75.0% 75.0% 75.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 0.6 0.6 0.6 0.6 0.6

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.6 4.6 4.6 4.6

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 94 (94%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 45

Control Type: Pretimed

Splits and Phases: 19: NW 2nd Ave & NW 2nd St
HCM Signalized Intersection Capacity Analysis Background

19: NW 2nd Ave & NW 2nd St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

Movement EBL EBR NBL NBT SBT SBR

Lane Configurations

Volume (vph) 41 61 41 563 238 24

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.6 4.6 4.6 4.6

Lane Util. Factor 1.00 1.00 0.95 1.00

Frpb, ped/bikes 1.00 0.55 1.00 0.99

Flpb, ped/bikes 0.80 1.00 1.00 1.00

Frt 1.00 0.85 1.00 0.99

Flt Protected 0.95 1.00 1.00 1.00

Satd. Flow (prot) 1239 762 3078 1600

Flt Permitted 0.95 1.00 0.91 1.00

Satd. Flow (perm) 1239 762 2817 1600

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 45 66 45 612 259 26

RTOR Reduction (vph) 0 53 0 0 4 0

Lane Group Flow (vph) 45 13 0 657 281 0

Confl. Peds. (#/hr) 113 149 14 14

Turn Type Perm Perm Perm NA NA

Protected Phases 6 2

Permitted Phases 8 8 6

Actuated Green, G (s) 20.4 20.4 70.4 70.4

Effective Green, g (s) 20.4 20.4 70.4 70.4

Actuated g/C Ratio 0.20 0.20 0.70 0.70

Clearance Time (s) 4.6 4.6 4.6 4.6

Lane Grp Cap (vph) 252 155 1983 1126

v/s Ratio Prot 0.18

v/s Ratio Perm c0.04 0.02 c0.23

v/c Ratio 0.18 0.09 0.33 0.25

Uniform Delay, d1 32.9 32.3 5.7 5.3

Progression Factor 1.00 1.00 0.06 0.55

Incremental Delay, d2 1.5 1.1 0.4 0.5

Delay (s) 34.4 33.4 0.7 3.4

Level of Service C C A A

Approach Delay (s) 33.8 0.7 3.4

Approach LOS C A A

Intersection Summary

HCM 2000 Control Delay 4.9 HCM 2000 Level of Service A

HCM 2000 Volume to Capacity ratio 0.30

Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.2

Intersection Capacity Utilization 59.9% ICU Level of Service B

Analysis Period (min) 15

c Critical Lane Group
Timings Background

20: NW 2nd Ave & NW 1st St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

Lane Group WBT NBL NBT SBT

Lane Configurations

Volume (vph) 308 55 570 195

Turn Type NA Perm NA NA

Protected Phases 4 6 2

Permitted Phases 6

Detector Phase 4 6 6 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0

Minimum Split (s) 24.0 25.0 25.0 25.0

Total Split (s) 45.0 55.0 55.0 55.0

Total Split (%) 45.0% 55.0% 55.0% 55.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 87 (87%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 50

Control Type: Pretimed

Splits and Phases: 20: NW 2nd Ave & NW 1st St
HCM 2010 Signalized Intersection Summary Background

20: NW 2nd Ave & NW 1st St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 35 308 54 55 570 0 0 195 96

Number 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.92 0.99 1.00 1.00 0.99

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 1710 1629 0 0 1629 1710

Adj Flow Rate, veh/h 39 342 60 61 633 0 0 217 107

Adj No. of Lanes 0 3 0 0 2 0 0 1 0

Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90

Percent Heavy Veh, % 0 5 0 5 5 0 0 5 5

Cap, veh/h 153 1417 247 141 1342 0 0 513 253

Arrive On Green 0.13 0.13 0.13 0.50 0.50 0.00 0.00 1.00 1.00

Sat Flow, veh/h 384 3543 618 198 2758 0 0 1026 506

Grp Volume(v), veh/h 164 136 141 358 336 0 0 0 324

Grp Sat Flow(s),veh/h/ln 1609 1482 1454 1473 1408 0 0 0 1531

Q Serve(g_s), s 9.1 8.2 8.7 5.2 15.7 0.0 0.0 0.0 0.0

Cycle Q Clear(g_c), s 9.1 8.2 8.7 14.9 15.7 0.0 0.0 0.0 0.0

Prop In Lane 0.24 0.43 0.17 0.00 0.00 0.33

Lane Grp Cap(c), veh/h 644 593 582 779 704 0 0 0 766

V/C Ratio(X) 0.25 0.23 0.24 0.46 0.48 0.00 0.00 0.00 0.42

Avail Cap(c_a), veh/h 644 593 582 779 704 0 0 0 766

HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 2.00 2.00

Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00

Uniform Delay (d), s/veh 30.0 29.6 29.8 16.1 16.4 0.0 0.0 0.0 0.0

Incr Delay (d2), s/veh 0.9 0.9 1.0 1.9 2.3 0.0 0.0 0.0 1.7

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 4.2 3.5 3.7 6.8 6.5 0.0 0.0 0.0 0.4

LnGrp Delay(d),s/veh 31.0 30.5 30.8 18.0 18.7 0.0 0.0 0.0 1.7

LnGrp LOS C C C B B A

Approach Vol, veh/h 441 694 324

Approach Delay, s/veh 30.8 18.4 1.7

Approach LOS C B A

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6

Phs Duration (G+Y+Rc), s 55.0 45.0 55.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 50.0 40.0 50.0

Max Q Clear Time (g_c+I1), s 2.0 11.1 17.7

Green Ext Time (p_c), s 2.5 0.0 2.5

Intersection Summary

HCM 2010 Ctrl Delay 18.4

HCM 2010 LOS B
Timings Background

21: NW 1st Ave & NW 1st St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

Lane Group WBT NBL NBT SBL SBT SBR

Lane Configurations

Volume (vph) 324 40 159 3 65 55

Turn Type NA Perm NA Perm NA Perm

Protected Phases 2 4 8

Permitted Phases 4 8 8

Detector Phase 2 4 4 8 8 8

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 30.0 25.0 25.0 23.0 23.0 23.0

Total Split (s) 40.0 60.0 60.0 60.0 60.0 60.0

Total Split (%) 40.0% 60.0% 60.0% 60.0% 60.0% 60.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 24 (24%), Referenced to phase 2:WBTL, Start of Green

Natural Cycle: 55

Control Type: Pretimed

Splits and Phases: 21: NW 1st Ave & NW 1st St
HCM 2010 Signalized Intersection Summary Background

21: NW 1st Ave & NW 1st St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\04 10 14 Background PM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 19 324 79 40 159 9 3 65 55

Number 5 2 12 7 4 14 3 8 18

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.83 0.99 0.98 0.99 0.99

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 1710 1629 1710 1710 1629 1629

Adj Flow Rate, veh/h 22 372 91 46 183 10 3 75 63

Adj No. of Lanes 0 2 0 0 1 0 0 2 1

Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87

Percent Heavy Veh, % 0 5 0 5 5 5 5 5 5

Cap, veh/h 47 803 204 175 655 34 75 1612 751

Arrive On Green 0.35 0.35 0.35 0.55 0.55 0.55 0.55 0.55 0.55

Sat Flow, veh/h 133 2294 583 240 1191 62 66 2931 1366

Grp Volume(v), veh/h 268 0 217 239 0 0 42 36 63

Grp Sat Flow(s),veh/h/ln 1622 0 1388 1493 0 0 1590 1408 1366

Q Serve(g_s), s 12.9 0.0 12.0 0.0 0.0 0.0 0.0 1.2 2.2

Cycle Q Clear(g_c), s 12.9 0.0 12.0 7.8 0.0 0.0 1.2 1.2 2.2

Prop In Lane 0.08 0.42 0.19 0.04 0.07 1.00

Lane Grp Cap(c), veh/h 568 0 486 864 0 0 913 774 751

V/C Ratio(X) 0.47 0.00 0.45 0.28 0.00 0.00 0.05 0.05 0.08

Avail Cap(c_a), veh/h 568 0 486 864 0 0 913 774 751

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00

Uniform Delay (d), s/veh 25.3 0.0 25.0 11.9 0.0 0.0 10.4 10.4 10.6

Incr Delay (d2), s/veh 2.8 0.0 2.9 0.8 0.0 0.0 0.1 0.1 0.2

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 6.2 0.0 5.0 3.6 0.0 0.0 0.6 0.5 0.9

LnGrp Delay(d),s/veh 28.1 0.0 28.0 12.7 0.0 0.0 10.5 10.5 10.8

LnGrp LOS C C B B B B

Approach Vol, veh/h 485 239 141

Approach Delay, s/veh 28.1 12.7 10.6

Approach LOS C B B

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 8

Phs Duration (G+Y+Rc), s 40.0 60.0 60.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 35.0 55.0 55.0

Max Q Clear Time (g_c+I1), s 14.9 9.8 4.2

Green Ext Time (p_c), s 0.0 1.4 1.4

Intersection Summary

HCM 2010 Ctrl Delay 21.0

HCM 2010 LOS C
Future Total Conditions
Timings Future

5: NW 8th Street & NW 2nd Ave AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 9 518 14 134 50 85 31 171

Turn Type Perm NA Perm NA Perm NA Perm NA

Protected Phases 8 4 6 2

Permitted Phases 8 4 6 2

Detector Phase 8 8 4 4 6 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 23.0 23.0 23.0 23.0 23.0 23.0 23.0 23.0

Total Split (s) 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0

Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 23 (23%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green

Natural Cycle: 55

Control Type: Pretimed

Splits and Phases: 5: NW 8th Street & NW 2nd Ave
HCM 2010 Signalized Intersection Summary Future

5: NW 8th Street & NW 2nd Ave AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

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

Lane Configurations

Volume (veh/h) 9 518 74 14 134 9 50 85 91 31 171 67

Number 3 8 18 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 0.99 0.98 1.00 0.98 1.00 0.99 1.00 0.99

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 1900 1810 1900 1900 1810 1900 1900 1810 1900 1900 1810 1900

Adj Flow Rate, veh/h 9 534 76 14 138 9 52 88 94 32 176 69

Adj No. of Lanes 0 1 0 0 1 0 0 1 0 0 1 0

Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97

Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5

Cap, veh/h 40 692 97 73 647 40 170 284 275 98 504 186

Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.15 0.15 0.15 0.45 0.45 0.45

Sat Flow, veh/h 9 1537 216 76 1438 90 280 630 611 128 1119 414

Grp Volume(v), veh/h 619 0 0 161 0 0 234 0 0 277 0 0

Grp Sat Flow(s),veh/h/ln 1762 0 0 1604 0 0 1522 0 0 1661 0 0

Q Serve(g_s), s 0.3 0.0 0.0 0.0 0.0 0.0 2.5 0.0 0.0 0.0 0.0 0.0

Cycle Q Clear(g_c), s 29.7 0.0 0.0 5.4 0.0 0.0 13.0 0.0 0.0 10.5 0.0 0.0

Prop In Lane 0.01 0.12 0.09 0.06 0.22 0.40 0.12 0.25

Lane Grp Cap(c), veh/h 829 0 0 761 0 0 729 0 0 788 0 0

V/C Ratio(X) 0.75 0.00 0.00 0.21 0.00 0.00 0.32 0.00 0.00 0.35 0.00 0.00

Avail Cap(c_a), veh/h 829 0 0 761 0 0 729 0 0 788 0 0

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00

Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00

Uniform Delay (d), s/veh 23.3 0.0 0.0 16.6 0.0 0.0 28.8 0.0 0.0 18.0 0.0 0.0

Incr Delay (d2), s/veh 6.1 0.0 0.0 0.6 0.0 0.0 1.2 0.0 0.0 1.2 0.0 0.0

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 BackOfQ(50%),veh/ln 15.8 0.0 0.0 2.8 0.0 0.0 6.0 0.0 0.0 5.3 0.0 0.0

LnGrp Delay(d),s/veh 29.3 0.0 0.0 17.3 0.0 0.0 29.9 0.0 0.0 19.2 0.0 0.0

LnGrp LOS C B C B

Approach Vol, veh/h 619 161 234 277

Approach Delay, s/veh 29.3 17.3 29.9 19.2

Approach LOS C B C B

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6 8

Phs Duration (G+Y+Rc), s 50.0 50.0 50.0 50.0

Change Period (Y+Rc), s 5.0 5.0 5.0 5.0

Max Green Setting (Gmax), s 45.0 45.0 45.0 45.0

Max Q Clear Time (g_c+I1), s 12.5 7.4 15.0 31.7

Green Ext Time (p_c), s 1.2 3.8 1.2 3.0

Intersection Summary

HCM 2010 Ctrl Delay 25.8

HCM 2010 LOS C
HCM Unsignalized Intersection Capacity Analysis Future

6: NW 1st Ct & NW 8th Street AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (veh/h) 489 81 13 152 29 20

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90

Hourly flow rate (vph) 543 90 14 169 32 22

Pedestrians 1 12

Lane Width (ft) 12.0 12.0

Walking Speed (ft/s) 4.0 4.0

Percent Blockage 0 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 357

pX, platoon unblocked 0.72 0.72 0.72

vC, conflicting volume 645 799 600

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 307 522 244

tC, single (s) 4.1 6.4 6.2

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 98 91 96

cM capacity (veh/h) 877 355 558

Direction, Lane # EB 1 WB 1 NB 1

Volume Total 633 183 54

Volume Left 0 14 32

Volume Right 90 0 22

cSH 1700 877 417

Volume to Capacity 0.37 0.02 0.13

Queue Length 95th (ft) 0 1 11

Control Delay (s) 0.0 0.9 14.9

Lane LOS A B

Approach Delay (s) 0.0 0.9 14.9

Approach LOS B

Intersection Summary

Average Delay 1.1

Intersection Capacity Utilization 40.8% ICU Level of Service A

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

7: NW 1st Ave & NW 8th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

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

Lane Configurations

Volume (veh/h) 48 237 254 29 125 13 9 29 16 5 37 31

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 52 258 276 32 136 14 10 32 17 5 40 34

Pedestrians 15 6 19 6

Lane Width (ft) 12.0 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0 4.0

Percent Blockage 1 1 2 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 727

pX, platoon unblocked 0.78 0.78 0.78 0.78 0.78 0.78

vC, conflicting volume 156 553 794 738 421 751 869 164

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 156 286 595 523 116 540 691 164

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

tC, 2 stage (s)

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

p0 queue free % 96 97 96 90 98 98 84 96

cM capacity (veh/h) 1399 967 247 323 709 292 259 858

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

Volume Total 586 182 10 21 28 5 27 47

Volume Left 52 32 10 0 0 5 0 0

Volume Right 276 14 0 0 17 0 0 34

cSH 1399 967 247 323 489 292 259 517

Volume to Capacity 0.04 0.03 0.04 0.07 0.06 0.02 0.10 0.09

Queue Length 95th (ft) 3 3 3 5 5 1 9 7

Control Delay (s) 1.1 1.8 20.2 16.9 12.8 17.6 20.5 12.7

Lane LOS A A C C B C C B

Approach Delay (s) 1.1 1.8 15.5 15.6

Approach LOS C C

Intersection Summary

Average Delay 3.4

Intersection Capacity Utilization 51.2% ICU Level of Service A

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

8: NW 2nd Ave & NW 7th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 8 15 205 0 0 264

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86

Hourly flow rate (vph) 9 17 238 0 0 307

Pedestrians 10 10 5

Lane Width (ft) 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 1 1 0

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 366 339

pX, platoon unblocked 0.97 0.98 0.98

vC, conflicting volume 565 253 248

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 484 226 221

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 98 98 100

cM capacity (veh/h) 510 779 1291

Direction, Lane # WB 1 NB 1 SB 1

Volume Total 27 238 307

Volume Left 9 0 0

Volume Right 17 0 0

cSH 658 1700 1700

Volume to Capacity 0.04 0.14 0.18

Queue Length 95th (ft) 3 0 0

Control Delay (s) 10.7 0.0 0.0

Lane LOS B

Approach Delay (s) 10.7 0.0 0.0

Approach LOS B

Intersection Summary

Average Delay 0.5

Intersection Capacity Utilization 25.4% ICU Level of Service A

Analysis Period (min) 15
Timings Future

10: NW 2nd Ave & NW 6th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

Lane Group WBT NBL NBT SBT

Lane Configurations

Volume (vph) 166 51 152 202

Turn Type NA Perm NA NA

Protected Phases 4 6 2

Permitted Phases 6

Detector Phase 4 6 6 2

Switch Phase

Minimum Initial (s) 7.0 15.0 15.0 15.0

Minimum Split (s) 27.0 21.0 21.0 21.0

Total Split (s) 40.0 60.0 60.0 60.0

Total Split (%) 40.0% 60.0% 60.0% 60.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 86 (86%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 50

Control Type: Pretimed

Splits and Phases: 10: NW 2nd Ave & NW 6th St
HCM 2010 Signalized Intersection Summary Future

10: NW 2nd Ave & NW 6th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 102 166 64 51 152 0 0 202 62

Number 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.99 0.99 1.00 1.00 0.99

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 1710 1629 0 0 1629 1710

Adj Flow Rate, veh/h 107 175 67 54 160 0 0 213 65

Adj No. of Lanes 0 2 0 0 1 0 0 1 0

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

Percent Heavy Veh, % 0 5 0 5 5 0 0 5 5

Cap, veh/h 320 546 216 183 504 0 0 657 200

Arrive On Green 0.35 0.35 0.35 0.18 0.18 0.00 0.00 0.18 0.18

Sat Flow, veh/h 914 1560 617 250 917 0 0 1194 364

Grp Volume(v), veh/h 185 0 164 214 0 0 0 0 278

Grp Sat Flow(s),veh/h/ln 1583 0 1509 1167 0 0 0 0 1559

Q Serve(g_s), s 8.6 0.0 7.9 6.8 0.0 0.0 0.0 0.0 15.5

Cycle Q Clear(g_c), s 8.6 0.0 7.9 22.4 0.0 0.0 0.0 0.0 15.5

Prop In Lane 0.58 0.41 0.25 0.00 0.00 0.23

Lane Grp Cap(c), veh/h 554 0 528 687 0 0 0 0 857

V/C Ratio(X) 0.33 0.00 0.31 0.31 0.00 0.00 0.00 0.00 0.32

Avail Cap(c_a), veh/h 554 0 528 687 0 0 0 0 857

HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 0.33 0.33

Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00

Uniform Delay (d), s/veh 23.9 0.0 23.7 27.3 0.0 0.0 0.0 0.0 24.8

Incr Delay (d2), s/veh 1.6 0.0 1.5 1.2 0.0 0.0 0.0 0.0 1.0

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 4.0 0.0 3.5 5.5 0.0 0.0 0.0 0.0 6.9

LnGrp Delay(d),s/veh 25.5 0.0 25.2 28.5 0.0 0.0 0.0 0.0 25.8

LnGrp LOS C C C C

Approach Vol, veh/h 349 214 278

Approach Delay, s/veh 25.4 28.5 25.8

Approach LOS C C C

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6

Phs Duration (G+Y+Rc), s 60.0 40.0 60.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 55.0 35.0 55.0

Max Q Clear Time (g_c+I1), s 17.5 10.6 24.4

Green Ext Time (p_c), s 1.1 0.0 1.1

Intersection Summary

HCM 2010 Ctrl Delay 26.3

HCM 2010 LOS C
HCM Unsignalized Intersection Capacity Analysis Future

11: NW 1st Ct & NW 6th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 10 275 53 15 18 0 0 14 36

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97

Hourly flow rate (vph) 0 0 0 10 284 55 15 19 0 0 14 37

Pedestrians 12 34 12 28

Lane Width (ft) 0.0 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0 4.0

Percent Blockage 0 3 1 2

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 363

pX, platoon unblocked

vC, conflicting volume 366 12 231 399 46 403 371 209

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 366 12 231 399 46 403 371 209

tC, single (s) 4.2 4.2 7.6 6.6 7.0 7.6 6.6 7.0

tC, 2 stage (s)

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

p0 queue free % 100 99 98 96 100 100 97 95

cM capacity (veh/h) 1140 1568 623 510 966 470 529 769

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

Volume Total 152 196 34 52

Volume Left 10 0 15 0

Volume Right 0 55 0 37

cSH 1568 1700 556 682

Volume to Capacity 0.01 0.12 0.06 0.08

Queue Length 95th (ft) 0 0 5 6

Control Delay (s) 0.5 0.0 11.9 10.7

Lane LOS A B B

Approach Delay (s) 0.2 11.9 10.7

Approach LOS B B

Intersection Summary

Average Delay 2.4

Intersection Capacity Utilization 31.8% ICU Level of Service A

Analysis Period (min) 15
0 0 0 18 224 14 208 55 0 0 119 213

0 0 0 20 255 16 236 62 0 0 135 242

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn
Timings Future

13: NW 2nd Ave & NW 5th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

Lane Group EBT NBT SBL SBT

Lane Configurations

Volume (vph) 1049 183 28 257

Turn Type NA NA Perm NA

Protected Phases 4 6 2

Permitted Phases 2

Detector Phase 4 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0

Minimum Split (s) 23.0 21.0 21.0 21.0

Total Split (s) 50.0 50.0 50.0 50.0

Total Split (%) 50.0% 50.0% 50.0% 50.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 25 (25%), Referenced to phase 2:SBTL and 6:NBT, Start of Green

Natural Cycle: 45

Control Type: Pretimed

Splits and Phases: 13: NW 2nd Ave & NW 5th St
HCM 2010 Signalized Intersection Summary Future

13: NW 2nd Ave & NW 5th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

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

Lane Configurations

Volume (veh/h) 30 1049 162 0 0 0 0 183 164 28 257 0

Number 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 0.99 1.00

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 0 1629 1710 1710 1629 0

Adj Flow Rate, veh/h 32 1116 172 0 195 174 30 273 0

Adj No. of Lanes 0 3 0 0 1 0 0 1 0

Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94

Percent Heavy Veh, % 0 5 0 0 5 5 5 5 0

Cap, veh/h 47 1746 279 0 355 317 82 654 0

Arrive On Green 0.45 0.45 0.45 0.00 0.90 0.90 0.15 0.15 0.00

Sat Flow, veh/h 105 3880 621 0 790 704 94 1453 0

Grp Volume(v), veh/h 494 410 416 0 0 369 303 0 0

Grp Sat Flow(s),veh/h/ln 1623 1482 1501 0 0 1494 1548 0 0

Q Serve(g_s), s 24.1 21.1 21.1 0.0 0.0 4.9 0.5 0.0 0.0

Cycle Q Clear(g_c), s 24.1 21.1 21.1 0.0 0.0 4.9 16.9 0.0 0.0

Prop In Lane 0.06 0.41 0.00 0.47 0.10 0.00

Lane Grp Cap(c), veh/h 730 667 675 0 0 672 736 0 0

V/C Ratio(X) 0.68 0.62 0.62 0.00 0.00 0.55 0.41 0.00 0.00

Avail Cap(c_a), veh/h 730 667 675 0 0 672 736 0 0

HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 0.33 0.33 1.00

Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00

Uniform Delay (d), s/veh 21.7 20.9 20.9 0.0 0.0 3.0 30.6 0.0 0.0

Incr Delay (d2), s/veh 5.0 4.2 4.2 0.0 0.0 3.2 1.7 0.0 0.0

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 11.7 9.3 9.4 0.0 0.0 2.2 8.0 0.0 0.0

LnGrp Delay(d),s/veh 26.7 25.1 25.1 0.0 0.0 6.2 32.3 0.0 0.0

LnGrp LOS C C C A C

Approach Vol, veh/h 1320 369 303

Approach Delay, s/veh 25.7 6.2 32.3

Approach LOS C A C

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6

Phs Duration (G+Y+Rc), s 50.0 50.0 50.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 45.0 45.0 45.0

Max Q Clear Time (g_c+I1), s 18.9 26.1 6.9

Green Ext Time (p_c), s 1.6 0.0 1.6

Intersection Summary

HCM 2010 Ctrl Delay 23.1

HCM 2010 LOS C
HCM Unsignalized Intersection Capacity Analysis Future

14: NW 5th St & NW 1st Ct AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

Movement EBL EBT WBT WBR SBL SBR

Lane Configurations

Volume (veh/h) 30 1204 0 0 18 0

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 33 1309 0 0 20 0

Pedestrians 2 134 11

Lane Width (ft) 12.0 0.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 0 0 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 352 500

pX, platoon unblocked 0.80

vC, conflicting volume 11 646 13

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 11 0 13

tC, single (s) 4.2 6.9 7.0

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 98 98 100

cM capacity (veh/h) 1571 790 1043

Direction, Lane # EB 1 EB 2 EB 3 SB 1

Volume Total 294 523 523 20

Volume Left 33 0 0 20

Volume Right 0 0 0 0

cSH 1571 1700 1700 790

Volume to Capacity 0.02 0.31 0.31 0.02

Queue Length 95th (ft) 2 0 0 2

Control Delay (s) 1.0 0.0 0.0 9.7

Lane LOS A A

Approach Delay (s) 0.2 9.7

Approach LOS A

Intersection Summary

Average Delay 0.3

Intersection Capacity Utilization 36.7% ICU Level of Service A

Analysis Period (min) 15
Timings Future

15: NW 1st Ave & NW 5th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

Lane Group EBT NBT SBL SBT

Lane Configurations

Volume (vph) 879 96 38 115

Turn Type NA NA Perm NA

Protected Phases 4 2 6

Permitted Phases 6 6

Detector Phase 4 2 6 6

Switch Phase

Minimum Initial (s) 18.0 7.0 7.0 7.0

Minimum Split (s) 23.0 21.0 23.0 23.0

Total Split (s) 50.0 50.0 50.0 50.0

Total Split (%) 50.0% 50.0% 50.0% 50.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 97 (97%), Referenced to phase 6:SBTL, Start of Green

Natural Cycle: 50

Control Type: Pretimed

Splits and Phases: 15: NW 1st Ave & NW 5th St
HCM 2010 Signalized Intersection Summary Future

15: NW 1st Ave & NW 5th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

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

Lane Configurations

Volume (veh/h) 139 879 169 0 0 0 0 96 55 38 115 0

Number 7 4 14 5 2 12 1 6 16

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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

Adj Sat Flow, veh/h/ln 1710 1629 1710 0 1629 1710 1629 1629 0

Adj Flow Rate, veh/h 151 955 184 0 104 60 41 125 0

Adj No. of Lanes 0 3 0 0 2 0 1 2 0

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Percent Heavy Veh, % 0 5 0 0 5 5 5 5 0

Cap, veh/h 228 1533 305 0 872 470 513 1392 0

Arrive On Green 0.15 0.15 0.15 0.00 0.45 0.45 0.45 0.45 0.00

Sat Flow, veh/h 506 3406 677 0 2019 1044 1059 3176 0

Grp Volume(v), veh/h 479 403 409 0 82 82 41 125 0

Grp Sat Flow(s),veh/h/ln 1603 1482 1503 0 1547 1434 1059 1547 0

Q Serve(g_s), s 28.2 25.4 25.4 0.0 3.1 3.4 2.4 2.3 0.0

Cycle Q Clear(g_c), s 28.2 25.4 25.4 0.0 3.1 3.4 5.7 2.3 0.0

Prop In Lane 0.32 0.45 0.00 0.73 1.00 0.00

Lane Grp Cap(c), veh/h 721 667 676 0 696 645 513 1392 0

V/C Ratio(X) 0.66 0.60 0.60 0.00 0.12 0.13 0.08 0.09 0.00

Avail Cap(c_a), veh/h 721 667 676 0 696 645 513 1392 0

HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00

Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00

Uniform Delay (d), s/veh 35.4 34.2 34.2 0.0 16.0 16.0 17.7 15.8 0.0

Incr Delay (d2), s/veh 4.8 4.0 4.0 0.0 0.3 0.4 0.3 0.1 0.0

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 13.5 11.2 11.4 0.0 1.4 1.4 0.7 1.0 0.0

LnGrp Delay(d),s/veh 40.2 38.3 38.2 0.0 16.3 16.5 18.0 15.9 0.0

LnGrp LOS D D D B B B B

Approach Vol, veh/h 1290 164 166

Approach Delay, s/veh 39.0 16.4 16.4

Approach LOS D B B

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6

Phs Duration (G+Y+Rc), s 50.0 50.0 50.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 45.0 45.0 45.0

Max Q Clear Time (g_c+I1), s 5.4 30.2 7.7

Green Ext Time (p_c), s 1.7 0.0 1.7

Intersection Summary

HCM 2010 Ctrl Delay 34.4

HCM 2010 LOS C
HCM Unsignalized Intersection Capacity Analysis Future

16: NW 2nd Ave & NW 4th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 7 7 335 63 83 326

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89

Hourly flow rate (vph) 8 8 376 71 93 366

Pedestrians 38 5 16

Lane Width (ft) 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 3 0 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 354 347

pX, platoon unblocked 0.96 0.92 0.92

vC, conflicting volume 1008 466 485

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 802 373 395

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 97 99 91

cM capacity (veh/h) 293 584 1020

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

Volume Total 16 447 93 366

Volume Left 8 0 93 0

Volume Right 8 71 0 0

cSH 390 1700 1020 1700

Volume to Capacity 0.04 0.26 0.09 0.22

Queue Length 95th (ft) 3 0 8 0

Control Delay (s) 14.6 0.0 8.9 0.0

Lane LOS B A

Approach Delay (s) 14.6 0.0 1.8

Approach LOS B

Intersection Summary

Average Delay 1.1

Intersection Capacity Utilization 44.0% ICU Level of Service A

Analysis Period (min) 15
Timings Future

17: NW 2nd Ave & NW 3rd St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 29 237 44 98 57 314 47 247

Turn Type Perm NA Perm NA Perm NA Perm NA

Protected Phases 4 8 6 2

Permitted Phases 4 8 6 2

Detector Phase 4 4 8 8 6 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 30.0 30.0 30.0 30.0 31.8 31.8 31.8 31.8

Total Split (s) 30.0 30.0 30.0 30.0 70.0 70.0 70.0 70.0

Total Split (%) 30.0% 30.0% 30.0% 30.0% 70.0% 70.0% 70.0% 70.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 0.8 0.8 0.8 0.8

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 4.8 4.8 4.8 4.8

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 31 (31%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green

Natural Cycle: 65

Control Type: Pretimed

Splits and Phases: 17: NW 2nd Ave & NW 3rd St
HCM 2010 Signalized Intersection Summary Future

17: NW 2nd Ave & NW 3rd St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

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

Lane Configurations

Volume (veh/h) 29 237 46 44 98 41 57 314 144 47 247 40

Number 7 4 14 3 8 18 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 0.97 0.96 0.98 0.96 0.98 0.98 0.99 0.97

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 1629 1629 1710 1629 1629 1710 1629 1629 1710 1629 1629 1710

Adj Flow Rate, veh/h 31 249 48 46 103 43 60 331 152 49 260 42

Adj No. of Lanes 1 1 0 1 2 0 1 1 0 1 1 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

Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5

Cap, veh/h 291 329 63 142 536 210 672 685 315 530 888 143

Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.87 0.87 0.87 1.00 1.00 1.00

Sat Flow, veh/h 1047 1317 254 925 2144 840 921 1051 483 790 1362 220

Grp Volume(v), veh/h 31 0 297 46 72 74 60 0 483 49 0 302

Grp Sat Flow(s),veh/h/ln 1047 0 1571 925 1547 1437 921 0 1534 790 0 1582

Q Serve(g_s), s 2.4 0.0 17.5 4.8 3.7 4.0 0.9 0.0 7.2 0.8 0.0 0.0

Cycle Q Clear(g_c), s 6.5 0.0 17.5 22.3 3.7 4.0 0.9 0.0 7.2 8.0 0.0 0.0

Prop In Lane 1.00 0.16 1.00 0.58 1.00 0.31 1.00 0.14

Lane Grp Cap(c), veh/h 291 0 393 142 387 359 672 0 1000 530 0 1032

V/C Ratio(X) 0.11 0.00 0.76 0.33 0.19 0.20 0.09 0.00 0.48 0.09 0.00 0.29

Avail Cap(c_a), veh/h 291 0 393 142 387 359 672 0 1000 530 0 1032

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00

Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00

Uniform Delay (d), s/veh 32.2 0.0 34.7 45.0 29.5 29.6 2.4 0.0 2.8 0.4 0.0 0.0

Incr Delay (d2), s/veh 0.7 0.0 12.7 6.0 1.1 1.3 0.3 0.0 1.7 0.3 0.0 0.7

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 BackOfQ(50%),veh/ln 0.8 0.0 9.0 1.5 1.7 1.7 0.3 0.0 3.3 0.2 0.0 0.2

LnGrp Delay(d),s/veh 32.9 0.0 47.4 51.0 30.6 30.9 2.6 0.0 4.5 0.8 0.0 0.7

LnGrp LOS C D D C C A A A A

Approach Vol, veh/h 328 192 543 351

Approach Delay, s/veh 46.1 35.6 4.3 0.7

Approach LOS D D A A

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6 8

Phs Duration (G+Y+Rc), s 70.0 30.0 70.0 30.0

Change Period (Y+Rc), s * 4.8 5.0 * 4.8 5.0

Max Green Setting (Gmax), s * 65 25.0 * 65 25.0

Max Q Clear Time (g_c+I1), s 10.0 19.5 9.2 24.3

Green Ext Time (p_c), s 2.2 1.3 2.2 0.2

Intersection Summary

HCM 2010 Ctrl Delay 17.3

HCM 2010 LOS B

Notes

* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier.
Timings Future

18: NW 1st Ave & NW 3rd St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

Lane Group EBL EBT WBL WBT NBL NBT SBT SBR

Lane Configurations

Volume (vph) 35 0 46 134 105 77 210 104

Turn Type Perm NA Perm NA Perm NA NA Perm

Protected Phases 4 8 6 2

Permitted Phases 4 8 6 2

Detector Phase 4 4 8 8 6 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 29.0 29.0 26.0 26.0 25.6 25.6 25.6 25.6

Total Split (s) 63.0 63.0 63.0 63.0 37.0 37.0 37.0 37.0

Total Split (%) 63.0% 63.0% 63.0% 63.0% 37.0% 37.0% 37.0% 37.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 0.6 0.6 0.6 0.6

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 4.6 4.6 4.6 4.6

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 72 (72%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 55

Control Type: Pretimed

Splits and Phases: 18: NW 1st Ave & NW 3rd St
HCM 2010 Signalized Intersection Summary Future

18: NW 1st Ave & NW 3rd St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

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

Lane Configurations

Volume (veh/h) 35 0 292 46 134 14 105 77 0 0 210 104

Number 7 4 14 3 8 18 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 0.99 0.99 1.00 0.99 0.95 1.00 1.00 0.85

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 1710 1629 1710 1629 1629 1710 1629 1629 0 0 1629 1629

Adj Flow Rate, veh/h 35 0 295 46 135 14 106 78 0 0 212 105

Adj No. of Lanes 0 1 0 1 2 0 1 1 0 0 1 1

Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99

Percent Heavy Veh, % 5 5 5 5 5 5 5 5 0 0 5 5

Cap, veh/h 99 24 698 495 1642 168 251 528 0 0 528 380

Arrive On Green 0.58 0.00 0.58 0.58 0.58 0.58 0.32 0.32 0.00 0.00 0.11 0.11

Sat Flow, veh/h 102 41 1204 941 2831 290 882 1629 0 0 1629 1173

Grp Volume(v), veh/h 330 0 0 46 73 76 106 78 0 0 212 105

Grp Sat Flow(s),veh/h/ln 1347 0 0 941 1547 1574 882 1629 0 0 1629 1173

Q Serve(g_s), s 0.0 0.0 0.0 2.8 2.1 2.1 10.9 3.4 0.0 0.0 12.1 8.2

Cycle Q Clear(g_c), s 13.0 0.0 0.0 15.9 2.1 2.1 23.0 3.4 0.0 0.0 12.1 8.2

Prop In Lane 0.11 0.89 1.00 0.18 1.00 0.00 0.00 1.00

Lane Grp Cap(c), veh/h 821 0 0 495 897 913 251 528 0 0 528 380

V/C Ratio(X) 0.40 0.00 0.00 0.09 0.08 0.08 0.42 0.15 0.00 0.00 0.40 0.28

Avail Cap(c_a), veh/h 821 0 0 495 897 913 251 528 0 0 528 380

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33

Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00

Uniform Delay (d), s/veh 11.6 0.0 0.0 15.9 9.3 9.3 36.1 24.0 0.0 0.0 35.6 33.9

Incr Delay (d2), s/veh 1.5 0.0 0.0 0.4 0.2 0.2 5.2 0.6 0.0 0.0 2.3 1.8

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 BackOfQ(50%),veh/ln 5.3 0.0 0.0 0.8 0.9 1.0 3.0 1.6 0.0 0.0 5.8 2.9

LnGrp Delay(d),s/veh 13.0 0.0 0.0 16.3 9.4 9.4 41.3 24.6 0.0 0.0 37.9 35.7

LnGrp LOS B B A A D C D D

Approach Vol, veh/h 330 195 184 317

Approach Delay, s/veh 13.0 11.1 34.2 37.1

Approach LOS B B C D

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6 8

Phs Duration (G+Y+Rc), s 37.0 63.0 37.0 63.0

Change Period (Y+Rc), s * 4.6 5.0 * 4.6 5.0

Max Green Setting (Gmax), s * 32 58.0 * 32 58.0

Max Q Clear Time (g_c+I1), s 14.1 15.0 25.0 17.9

Green Ext Time (p_c), s 0.9 3.1 0.6 3.1

Intersection Summary

HCM 2010 Ctrl Delay 23.9

HCM 2010 LOS C

Notes

* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier.
Timings Future

19: NW 2nd Ave & NW 2nd St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

Lane Group EBL EBR NBL NBT SBT

Lane Configurations

Volume (vph) 55 140 66 463 255

Turn Type Perm Perm Perm NA NA

Protected Phases 6 2

Permitted Phases 8 8 6

Detector Phase 8 8 6 6 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 22.0 22.0 22.6 22.6 22.6

Total Split (s) 28.0 28.0 72.0 72.0 72.0

Total Split (%) 28.0% 28.0% 72.0% 72.0% 72.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 0.6 0.6 0.6 0.6 0.6

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.6 4.6 4.6 4.6

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 24 (24%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 45

Control Type: Pretimed

Splits and Phases: 19: NW 2nd Ave & NW 2nd St
HCM Signalized Intersection Capacity Analysis Future

19: NW 2nd Ave & NW 2nd St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

Movement EBL EBR NBL NBT SBT SBR

Lane Configurations

Volume (vph) 55 140 66 463 255 53

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.6 4.6 4.6 4.6

Lane Util. Factor 1.00 1.00 0.95 1.00

Frpb, ped/bikes 1.00 0.45 1.00 0.99

Flpb, ped/bikes 0.81 1.00 1.00 1.00

Frt 1.00 0.85 1.00 0.98

Flt Protected 0.95 1.00 0.99 1.00

Satd. Flow (prot) 1260 622 3068 1577

Flt Permitted 0.95 1.00 0.86 1.00

Satd. Flow (perm) 1260 622 2660 1577

Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94

Adj. Flow (vph) 59 149 70 493 271 56

RTOR Reduction (vph) 0 114 0 0 7 0

Lane Group Flow (vph) 59 35 0 563 320 0

Confl. Peds. (#/hr) 105 240 12 12

Turn Type Perm Perm Perm NA NA

Protected Phases 6 2

Permitted Phases 8 8 6

Actuated Green, G (s) 23.4 23.4 67.4 67.4

Effective Green, g (s) 23.4 23.4 67.4 67.4

Actuated g/C Ratio 0.23 0.23 0.67 0.67

Clearance Time (s) 4.6 4.6 4.6 4.6

Lane Grp Cap (vph) 294 145 1792 1062

v/s Ratio Prot 0.20

v/s Ratio Perm 0.05 c0.06 c0.21

v/c Ratio 0.20 0.24 0.31 0.30

Uniform Delay, d1 30.8 31.1 6.7 6.7

Progression Factor 1.00 1.00 1.36 0.59

Incremental Delay, d2 1.5 3.9 0.4 0.7

Delay (s) 32.3 35.0 9.6 4.6

Level of Service C C A A

Approach Delay (s) 34.2 9.6 4.6

Approach LOS C A A

Intersection Summary

HCM 2000 Control Delay 12.8 HCM 2000 Level of Service B

HCM 2000 Volume to Capacity ratio 0.29

Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.2

Intersection Capacity Utilization 60.7% ICU Level of Service B

Analysis Period (min) 15

c Critical Lane Group
Timings Future

20: NW 2nd Ave & NW 1st St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

Lane Group WBT NBL NBT SBT

Lane Configurations

Volume (vph) 146 41 459 397

Turn Type NA Perm NA NA

Protected Phases 4 6 2

Permitted Phases 6

Detector Phase 4 6 6 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0

Minimum Split (s) 24.0 25.0 25.0 25.0

Total Split (s) 45.0 55.0 55.0 55.0

Total Split (%) 45.0% 55.0% 55.0% 55.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 2 (2%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 50

Control Type: Pretimed

Splits and Phases: 20: NW 2nd Ave & NW 1st St
HCM 2010 Signalized Intersection Summary Future

20: NW 2nd Ave & NW 1st St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 45 146 56 41 459 0 0 397 48

Number 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.90 0.98 1.00 1.00 0.97

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 1710 1629 0 0 1629 1710

Adj Flow Rate, veh/h 47 152 58 43 478 0 0 414 50

Adj No. of Lanes 0 3 0 0 2 0 0 1 0

Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96

Percent Heavy Veh, % 0 5 0 5 5 0 0 5 5

Cap, veh/h 313 1071 378 131 1337 0 0 710 86

Arrive On Green 0.40 0.40 0.40 0.50 0.50 0.00 0.00 1.00 1.00

Sat Flow, veh/h 782 2677 946 177 2747 0 0 1421 172

Grp Volume(v), veh/h 96 80 82 268 253 0 0 0 464

Grp Sat Flow(s),veh/h/ln 1589 1482 1333 1443 1408 0 0 0 1592

Q Serve(g_s), s 3.8 3.4 3.9 0.0 11.0 0.0 0.0 0.0 0.0

Cycle Q Clear(g_c), s 3.8 3.4 3.9 9.9 11.0 0.0 0.0 0.0 0.0

Prop In Lane 0.49 0.71 0.16 0.00 0.00 0.11

Lane Grp Cap(c), veh/h 636 593 533 763 704 0 0 0 796

V/C Ratio(X) 0.15 0.13 0.15 0.35 0.36 0.00 0.00 0.00 0.58

Avail Cap(c_a), veh/h 636 593 533 763 704 0 0 0 796

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00

Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00

Uniform Delay (d), s/veh 19.2 19.0 19.2 15.0 15.2 0.0 0.0 0.0 0.0

Incr Delay (d2), s/veh 0.5 0.5 0.6 1.3 1.4 0.0 0.0 0.0 3.1

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 1.8 1.5 1.5 4.7 4.5 0.0 0.0 0.0 0.7

LnGrp Delay(d),s/veh 19.7 19.5 19.8 16.2 16.7 0.0 0.0 0.0 3.1

LnGrp LOS B B B B B A

Approach Vol, veh/h 257 521 464

Approach Delay, s/veh 19.6 16.4 3.1

Approach LOS B B A

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6

Phs Duration (G+Y+Rc), s 55.0 45.0 55.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 50.0 40.0 50.0

Max Q Clear Time (g_c+I1), s 2.0 5.9 13.0

Green Ext Time (p_c), s 2.4 0.0 2.4

Intersection Summary

HCM 2010 Ctrl Delay 12.1

HCM 2010 LOS B
Timings Future

21: NW 1st Ave & NW 1st St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

Lane Group WBT NBL NBT SBL SBT SBR

Lane Configurations

Volume (vph) 145 34 228 18 113 63

Turn Type NA Perm NA Perm NA Perm

Protected Phases 2 4 8

Permitted Phases 4 8 8

Detector Phase 2 4 4 8 8 8

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 30.0 25.0 25.0 25.0 25.0 25.0

Total Split (s) 45.0 55.0 55.0 55.0 55.0 55.0

Total Split (%) 45.0% 55.0% 55.0% 55.0% 55.0% 55.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 20 (20%), Referenced to phase 2:WBTL, Start of Green

Natural Cycle: 55

Control Type: Pretimed

Splits and Phases: 21: NW 1st Ave & NW 1st St
HCM 2010 Signalized Intersection Summary Future

21: NW 1st Ave & NW 1st St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 38 145 96 34 228 9 18 113 63

Number 5 2 12 7 4 14 3 8 18

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.81 0.99 0.96 0.99 0.98

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 1710 1629 1710 1710 1629 1629

Adj Flow Rate, veh/h 41 156 103 37 245 10 19 122 68

Adj No. of Lanes 0 2 0 0 1 0 0 2 1

Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93

Percent Heavy Veh, % 0 5 0 5 5 5 5 5 5

Cap, veh/h 156 589 378 111 671 26 200 1246 677

Arrive On Green 0.40 0.40 0.40 0.50 0.50 0.50 0.50 0.50 0.50

Sat Flow, veh/h 390 1473 945 140 1342 53 310 2492 1354

Grp Volume(v), veh/h 169 0 131 292 0 0 74 67 68

Grp Sat Flow(s),veh/h/ln 1609 0 1199 1534 0 0 1395 1408 1354

Q Serve(g_s), s 7.1 0.0 7.3 0.0 0.0 0.0 0.0 2.5 2.6

Cycle Q Clear(g_c), s 7.1 0.0 7.3 11.0 0.0 0.0 2.4 2.5 2.6

Prop In Lane 0.24 0.79 0.13 0.03 0.26 1.00

Lane Grp Cap(c), veh/h 644 0 479 808 0 0 743 704 677

V/C Ratio(X) 0.26 0.00 0.27 0.36 0.00 0.00 0.10 0.10 0.10

Avail Cap(c_a), veh/h 644 0 479 808 0 0 743 704 677

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00

Uniform Delay (d), s/veh 20.1 0.0 20.2 15.3 0.0 0.0 13.1 13.1 13.2

Incr Delay (d2), s/veh 1.0 0.0 1.4 1.3 0.0 0.0 0.3 0.3 0.3

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 3.3 0.0 2.6 5.1 0.0 0.0 1.1 1.0 1.0

LnGrp Delay(d),s/veh 21.1 0.0 21.6 16.5 0.0 0.0 13.4 13.4 13.5

LnGrp LOS C C B B B B

Approach Vol, veh/h 300 292 209

Approach Delay, s/veh 21.3 16.5 13.4

Approach LOS C B B

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 8

Phs Duration (G+Y+Rc), s 45.0 55.0 55.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 40.0 50.0 50.0

Max Q Clear Time (g_c+I1), s 9.3 13.0 4.6

Green Ext Time (p_c), s 0.0 1.9 1.9

Intersection Summary

HCM 2010 Ctrl Delay 17.5

HCM 2010 LOS B
HCM Unsignalized Intersection Capacity Analysis Future

22: NW 6th St & Project Driveway AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

Movement EBL EBT WBT WBR SBL SBR

Lane Configurations

Volume (veh/h) 0 0 433 45 0 61

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 0 471 49 0 66

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 638

pX, platoon unblocked

vC, conflicting volume 520 495 260

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 520 495 260

tC, single (s) 4.2 6.9 7.0

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 100 100 91

cM capacity (veh/h) 1022 496 730

Direction, Lane # WB 1 WB 2 SB 1

Volume Total 314 206 66

Volume Left 0 0 0

Volume Right 0 49 66

cSH 1700 1700 730

Volume to Capacity 0.18 0.12 0.09

Queue Length 95th (ft) 0 0 7

Control Delay (s) 0.0 0.0 10.4

Lane LOS B

Approach Delay (s) 0.0 10.4

Approach LOS B

Intersection Summary

Average Delay 1.2

Intersection Capacity Utilization 23.8% ICU Level of Service A

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

23: NW 1st Ave & Project Driveway AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

Movement EBL EBR NBL NBT SBT SBR

Lane Configurations

Volume (veh/h) 0 45 0 62 287 35

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 49 0 67 312 38

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 365 175 350

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 365 175 350

tC, single (s) 6.9 7.0 4.2

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 100 94 100

cM capacity (veh/h) 600 829 1184

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

Volume Total 49 34 34 208 142

Volume Left 0 0 0 0 0

Volume Right 49 0 0 0 38

cSH 829 1700 1700 1700 1700

Volume to Capacity 0.06 0.02 0.02 0.12 0.08

Queue Length 95th (ft) 5 0 0 0 0

Control Delay (s) 9.6 0.0 0.0 0.0 0.0

Lane LOS A

Approach Delay (s) 9.6 0.0 0.0

Approach LOS A

Intersection Summary

Average Delay 1.0

Intersection Capacity Utilization 19.0% ICU Level of Service A

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

24: Project Driveway & NW 8th St AM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future AM.syn

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (veh/h) 500 0 0 0 0 12

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 543 0 0 0 0 13

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 566

pX, platoon unblocked 0.76 0.76 0.76

vC, conflicting volume 543 543 543

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 248 248 248

tC, single (s) 4.1 6.4 6.2

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 100 100 98

cM capacity (veh/h) 993 561 598

Direction, Lane # EB 1 WB 1 NB 1

Volume Total 543 0 13

Volume Left 0 0 0

Volume Right 0 0 13

cSH 1700 1700 598

Volume to Capacity 0.32 0.00 0.02

Queue Length 95th (ft) 0 0 2

Control Delay (s) 0.0 0.0 11.1

Lane LOS B

Approach Delay (s) 0.0 0.0 11.1

Approach LOS B

Intersection Summary

Average Delay 0.3

Intersection Capacity Utilization 36.3% ICU Level of Service A

Analysis Period (min) 15
Timings Future

5: NW 8th Street & NW 2nd Avenue PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 31 316 16 270 151 260 17 104

Turn Type Perm NA Perm NA Perm NA Perm NA

Protected Phases 8 4 6 2

Permitted Phases 8 4 6 2

Detector Phase 8 8 4 4 6 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 23.0 23.0 23.0 23.0 23.0 23.0 23.0 23.0

Total Split (s) 40.0 40.0 40.0 40.0 60.0 60.0 60.0 60.0

Total Split (%) 40.0% 40.0% 40.0% 40.0% 60.0% 60.0% 60.0% 60.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 31 (31%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green

Natural Cycle: 50

Control Type: Pretimed

Splits and Phases: 5: NW 8th Street & NW 2nd Avenue
HCM 2010 Signalized Intersection Summary Future

5: NW 8th Street & NW 2nd Avenue PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

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

Lane Configurations

Volume (veh/h) 31 316 32 16 270 27 151 260 58 17 104 60

Number 3 8 18 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 0.99 0.97 1.00 0.97

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 1900 1810 1900 1900 1810 1900 1900 1810 1900 1900 1810 1900

Adj Flow Rate, veh/h 36 367 37 19 314 31 176 302 67 20 121 70

Adj No. of Lanes 0 1 0 0 1 0 0 1 0 0 1 0

Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86

Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5

Cap, veh/h 69 518 50 53 542 52 297 479 102 94 533 292

Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.18 0.18 0.18 0.55 0.55 0.55

Sat Flow, veh/h 87 1481 144 44 1548 148 453 871 186 99 969 530

Grp Volume(v), veh/h 440 0 0 364 0 0 545 0 0 211 0 0

Grp Sat Flow(s),veh/h/ln 1711 0 0 1740 0 0 1510 0 0 1599 0 0

Q Serve(g_s), s 5.3 0.0 0.0 0.0 0.0 0.0 26.8 0.0 0.0 0.0 0.0 0.0

Cycle Q Clear(g_c), s 22.1 0.0 0.0 16.7 0.0 0.0 33.2 0.0 0.0 6.4 0.0 0.0

Prop In Lane 0.08 0.08 0.05 0.09 0.32 0.12 0.09 0.33

Lane Grp Cap(c), veh/h 638 0 0 647 0 0 878 0 0 919 0 0

V/C Ratio(X) 0.69 0.00 0.00 0.56 0.00 0.00 0.62 0.00 0.00 0.23 0.00 0.00

Avail Cap(c_a), veh/h 638 0 0 647 0 0 878 0 0 919 0 0

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00

Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00

Uniform Delay (d), s/veh 28.2 0.0 0.0 26.6 0.0 0.0 31.7 0.0 0.0 11.6 0.0 0.0

Incr Delay (d2), s/veh 6.0 0.0 0.0 3.5 0.0 0.0 3.3 0.0 0.0 0.6 0.0 0.0

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 BackOfQ(50%),veh/ln 11.6 0.0 0.0 8.8 0.0 0.0 14.8 0.0 0.0 3.1 0.0 0.0

LnGrp Delay(d),s/veh 34.2 0.0 0.0 30.1 0.0 0.0 35.0 0.0 0.0 12.2 0.0 0.0

LnGrp LOS C C D B

Approach Vol, veh/h 440 364 545 211

Approach Delay, s/veh 34.2 30.1 35.0 12.2

Approach LOS C C D B

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6 8

Phs Duration (G+Y+Rc), s 60.0 40.0 60.0 40.0

Change Period (Y+Rc), s 5.0 5.0 5.0 5.0

Max Green Setting (Gmax), s 55.0 35.0 55.0 35.0

Max Q Clear Time (g_c+I1), s 8.4 18.7 35.2 24.1

Green Ext Time (p_c), s 2.1 3.3 2.0 2.8

Intersection Summary

HCM 2010 Ctrl Delay 30.5

HCM 2010 LOS C
HCM Unsignalized Intersection Capacity Analysis Future

6: NW 1st Ct & NW 8th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (veh/h) 348 44 9 221 63 53

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91

Hourly flow rate (vph) 382 48 10 243 69 58

Pedestrians 3 34 15

Lane Width (ft) 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 0 3 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 357

pX, platoon unblocked 0.81 0.81 0.81

vC, conflicting volume 446 687 456

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 193 492 205

tC, single (s) 4.1 6.4 6.2

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 99 83 91

cM capacity (veh/h) 1085 418 641

Direction, Lane # EB 1 WB 1 NB 1

Volume Total 431 253 127

Volume Left 0 10 69

Volume Right 48 0 58

cSH 1700 1085 497

Volume to Capacity 0.25 0.01 0.26

Queue Length 95th (ft) 0 1 25

Control Delay (s) 0.0 0.4 14.7

Lane LOS A B

Approach Delay (s) 0.0 0.4 14.7

Approach LOS B

Intersection Summary

Average Delay 2.4

Intersection Capacity Utilization 39.5% ICU Level of Service A

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

7: NW 1st Ave & NW 8th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

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

Lane Configurations

Volume (veh/h) 117 253 71 18 159 23 42 119 14 3 25 11

Sign Control Free Free Stop Stop

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) 123 266 75 19 167 24 44 125 15 3 26 12

Pedestrians 19 14 19 16

Lane Width (ft) 12.0 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0 4.0

Percent Blockage 2 1 2 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 726

pX, platoon unblocked 0.91 0.91 0.91 0.91 0.91 0.91

vC, conflicting volume 208 360 830 814 337 875 840 214

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 208 245 763 745 219 812 773 214

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

tC, 2 stage (s)

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

p0 queue free % 91 98 81 53 98 98 90 99

cM capacity (veh/h) 1328 1165 228 267 718 146 257 794

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

Volume Total 464 211 44 84 56 3 18 20

Volume Left 123 19 44 0 0 3 0 0

Volume Right 75 24 0 0 15 0 0 12

cSH 1328 1165 228 267 319 146 257 418

Volume to Capacity 0.09 0.02 0.19 0.31 0.18 0.02 0.07 0.05

Queue Length 95th (ft) 8 1 17 32 16 2 5 4

Control Delay (s) 2.8 0.9 24.5 24.5 18.7 30.2 20.0 14.1

Lane LOS A A C C C D C B

Approach Delay (s) 2.8 0.9 22.8 17.9

Approach LOS C C

Intersection Summary

Average Delay 7.1

Intersection Capacity Utilization 56.9% ICU Level of Service B

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

8: NW 2nd Ave & NW 7th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 7 35 436 0 0 149

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88

Hourly flow rate (vph) 8 40 495 0 0 169

Pedestrians 11 9 11

Lane Width (ft) 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 1 1 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 366 339

pX, platoon unblocked 0.88 0.88 0.88

vC, conflicting volume 685 517 506

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 576 386 374

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 98 93 100

cM capacity (veh/h) 411 567 1021

Direction, Lane # WB 1 NB 1 SB 1

Volume Total 48 495 169

Volume Left 8 0 0

Volume Right 40 0 0

cSH 534 1700 1700

Volume to Capacity 0.09 0.29 0.10

Queue Length 95th (ft) 7 0 0

Control Delay (s) 12.4 0.0 0.0

Lane LOS B

Approach Delay (s) 12.4 0.0 0.0

Approach LOS B

Intersection Summary

Average Delay 0.8

Intersection Capacity Utilization 36.1% ICU Level of Service A

Analysis Period (min) 15
Timings Future

10: NW 2nd Ave & NW 6th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

Lane Group WBT NBL NBT SBT

Lane Configurations

Volume (vph) 637 134 311 118

Turn Type NA Perm NA NA

Protected Phases 8 6 2

Permitted Phases 6

Detector Phase 8 6 6 2

Switch Phase

Minimum Initial (s) 7.0 15.0 15.0 15.0

Minimum Split (s) 27.0 21.0 21.0 21.0

Total Split (s) 34.0 66.0 66.0 66.0

Total Split (%) 34.0% 66.0% 66.0% 66.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 88 (88%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 60

Control Type: Pretimed

Splits and Phases: 10: NW 2nd Ave & NW 6th St
HCM 2010 Signalized Intersection Summary Future

10: NW 2nd Ave & NW 6th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 82 637 92 134 311 0 0 118 45

Number 3 8 18 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.99 0.99 1.00 1.00 0.99

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 1710 1629 0 0 1629 1710

Adj Flow Rate, veh/h 92 716 103 151 349 0 0 133 51

Adj No. of Lanes 0 2 0 0 1 0 0 1 0

Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89

Percent Heavy Veh, % 0 5 0 5 5 0 0 5 5

Cap, veh/h 89 722 109 261 571 0 0 682 262

Arrive On Green 0.29 0.29 0.29 1.00 1.00 0.00 0.00 0.20 0.20

Sat Flow, veh/h 306 2489 377 352 936 0 0 1119 429

Grp Volume(v), veh/h 485 0 426 500 0 0 0 0 184

Grp Sat Flow(s),veh/h/ln 1613 0 1559 1287 0 0 0 0 1547

Q Serve(g_s), s 29.0 0.0 26.7 7.6 0.0 0.0 0.0 0.0 9.9

Cycle Q Clear(g_c), s 29.0 0.0 26.7 17.5 0.0 0.0 0.0 0.0 9.9

Prop In Lane 0.19 0.24 0.30 0.00 0.00 0.28

Lane Grp Cap(c), veh/h 468 0 452 832 0 0 0 0 944

V/C Ratio(X) 1.04 0.00 0.94 0.60 0.00 0.00 0.00 0.00 0.19

Avail Cap(c_a), veh/h 468 0 452 832 0 0 0 0 944

HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 0.33 0.33

Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00

Uniform Delay (d), s/veh 35.5 0.0 34.7 0.6 0.0 0.0 0.0 0.0 19.5

Incr Delay (d2), s/veh 51.2 0.0 30.2 3.2 0.0 0.0 0.0 0.0 0.5

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 19.5 0.0 15.3 3.0 0.0 0.0 0.0 0.0 4.4

LnGrp Delay(d),s/veh 86.7 0.0 64.9 3.8 0.0 0.0 0.0 0.0 20.0

LnGrp LOS F E A B

Approach Vol, veh/h 911 500 184

Approach Delay, s/veh 76.5 3.8 20.0

Approach LOS E A B

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 6 8

Phs Duration (G+Y+Rc), s 66.0 66.0 34.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 61.0 61.0 29.0

Max Q Clear Time (g_c+I1), s 11.9 19.5 31.0

Green Ext Time (p_c), s 1.7 1.7 0.0

Intersection Summary

HCM 2010 Ctrl Delay 47.2

HCM 2010 LOS D
HCM Unsignalized Intersection Capacity Analysis Future

11: NW 1st Ct & NW 6th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 11 771 129 10 11 0 0 8 25

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79

Hourly flow rate (vph) 0 0 0 14 976 163 13 14 0 0 10 32

Pedestrians 3 39 3 5

Lane Width (ft) 0.0 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0 4.0

Percent Blockage 0 3 0 0

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 363

pX, platoon unblocked

vC, conflicting volume 1144 3 559 1175 42 1136 1093 578

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 1144 3 559 1175 42 1136 1093 578

tC, single (s) 4.2 4.2 7.6 6.6 7.0 7.6 6.6 7.0

tC, 2 stage (s)

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

p0 queue free % 100 99 96 92 100 100 95 93

cM capacity (veh/h) 587 1592 358 183 975 137 205 450

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

Volume Total 502 651 27 42

Volume Left 14 0 13 0

Volume Right 0 163 0 32

cSH 1592 1700 238 349

Volume to Capacity 0.01 0.38 0.11 0.12

Queue Length 95th (ft) 1 0 9 10

Control Delay (s) 0.3 0.0 22.0 16.7

Lane LOS A C C

Approach Delay (s) 0.1 22.0 16.7

Approach LOS C C

Intersection Summary

Average Delay 1.2

Intersection Capacity Utilization 47.6% ICU Level of Service A

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

12: NW 1st Ave & NW 6th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 6 469 27 123 159 0 0 62 35

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 0 0 7 510 29 134 173 0 0 67 38

Pedestrians 42 7 5 5

Lane Width (ft) 0.0 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0 4.0

Percent Blockage 0 1 0 0

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 544 5 387 562 12 636 548 317

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 544 5 387 562 12 636 548 317

tC, single (s) 4.2 4.2 7.6 6.6 7.0 7.6 6.6 7.0

tC, 2 stage (s)

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

p0 queue free % 100 100 70 59 100 100 84 94

cM capacity (veh/h) 996 1587 441 423 1045 238 431 668

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

Volume Total 261 284 134 86 86 45 61

Volume Left 7 0 134 0 0 0 0

Volume Right 0 29 0 0 0 0 38

cSH 1587 1700 441 423 423 431 555

Volume to Capacity 0.00 0.17 0.30 0.20 0.20 0.10 0.11

Queue Length 95th (ft) 0 0 32 19 19 9 9

Control Delay (s) 0.2 0.0 16.7 15.7 15.7 14.3 12.3

Lane LOS A C C C B B

Approach Delay (s) 0.1 16.1 13.2

Approach LOS C B

Intersection Summary

Average Delay 6.7

Intersection Capacity Utilization 43.3% ICU Level of Service A

Analysis Period (min) 15
Timings Future

13: NW 2nd Ave & NW 5th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

Lane Group EBT NBT SBL SBT

Lane Configurations

Volume (vph) 364 477 19 173

Turn Type NA NA Perm NA

Protected Phases 4 6 2

Permitted Phases 2

Detector Phase 4 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0

Minimum Split (s) 23.0 21.0 21.0 21.0

Total Split (s) 37.0 63.0 63.0 63.0

Total Split (%) 37.0% 63.0% 63.0% 63.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 97 (97%), Referenced to phase 2:SBTL and 6:NBT, Start of Green

Natural Cycle: 60

Control Type: Pretimed

Splits and Phases: 13: NW 2nd Ave & NW 5th St
HCM 2010 Signalized Intersection Summary Future

13: NW 2nd Ave & NW 5th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

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

Lane Configurations

Volume (veh/h) 26 364 69 0 0 0 0 477 124 19 173 0

Number 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 0.99 1.00

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 0 1629 1710 1710 1629 0

Adj Flow Rate, veh/h 28 387 73 0 507 132 20 184 0

Adj No. of Lanes 0 3 0 0 1 0 0 1 0

Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94

Percent Heavy Veh, % 0 5 0 0 5 5 5 5 0

Cap, veh/h 80 1166 222 0 721 188 97 809 0

Arrive On Green 0.32 0.32 0.32 0.00 1.00 1.00 1.00 1.00 0.00

Sat Flow, veh/h 250 3645 693 0 1243 324 98 1395 0

Grp Volume(v), veh/h 181 150 157 0 0 639 204 0 0

Grp Sat Flow(s),veh/h/ln 1616 1482 1489 0 0 1566 1493 0 0

Q Serve(g_s), s 8.6 7.7 8.0 0.0 0.0 0.0 0.0 0.0 0.0

Cycle Q Clear(g_c), s 8.6 7.7 8.0 0.0 0.0 0.0 0.0 0.0 0.0

Prop In Lane 0.15 0.46 0.00 0.21 0.10 0.00

Lane Grp Cap(c), veh/h 517 474 477 0 0 908 905 0 0

V/C Ratio(X) 0.35 0.32 0.33 0.00 0.00 0.70 0.23 0.00 0.00

Avail Cap(c_a), veh/h 517 474 477 0 0 908 905 0 0

HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 1.00

Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00

Uniform Delay (d), s/veh 26.0 25.7 25.8 0.0 0.0 0.0 0.0 0.0 0.0

Incr Delay (d2), s/veh 1.9 1.8 1.8 0.0 0.0 4.5 0.6 0.0 0.0

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 4.1 3.4 3.5 0.0 0.0 1.1 0.1 0.0 0.0

LnGrp Delay(d),s/veh 27.9 27.5 27.7 0.0 0.0 4.5 0.6 0.0 0.0

LnGrp LOS C C C A A

Approach Vol, veh/h 488 639 204

Approach Delay, s/veh 27.7 4.5 0.6

Approach LOS C A A

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6

Phs Duration (G+Y+Rc), s 63.0 37.0 63.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 58.0 32.0 58.0

Max Q Clear Time (g_c+I1), s 2.0 10.6 2.0

Green Ext Time (p_c), s 2.2 0.0 2.2

Intersection Summary

HCM 2010 Ctrl Delay 12.4

HCM 2010 LOS B
HCM Unsignalized Intersection Capacity Analysis Future

14: NW 5th St & NW 1st Ct PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

Movement EBL EBT WBT WBR SBL SBR

Lane Configurations

Volume (veh/h) 20 528 0 0 13 0

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95

Hourly flow rate (vph) 21 556 0 0 14 0

Pedestrians 8 159 5

Lane Width (ft) 12.0 0.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 1 0 0

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 361 491

pX, platoon unblocked 0.96

vC, conflicting volume 5 391 13

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 5 242 13

tC, single (s) 4.2 6.9 7.0

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 99 98 100

cM capacity (veh/h) 1587 680 1043

Direction, Lane # EB 1 EB 2 EB 3 SB 1

Volume Total 132 222 222 14

Volume Left 21 0 0 14

Volume Right 0 0 0 0

cSH 1587 1700 1700 680

Volume to Capacity 0.01 0.13 0.13 0.02

Queue Length 95th (ft) 1 0 0 2

Control Delay (s) 1.2 0.0 0.0 10.4

Lane LOS A B

Approach Delay (s) 0.3 10.4

Approach LOS B

Intersection Summary

Average Delay 0.5

Intersection Capacity Utilization 25.2% ICU Level of Service A

Analysis Period (min) 15
Timings Future

15: NW 1st Ave & NW 5th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

Lane Group EBT NBT SBL SBT

Lane Configurations

Volume (vph) 451 188 25 42

Turn Type NA NA Perm NA

Protected Phases 6 4 8

Permitted Phases 8

Detector Phase 6 4 8 8

Switch Phase

Minimum Initial (s) 18.0 7.0 7.0 7.0

Minimum Split (s) 23.0 21.0 21.0 21.0

Total Split (s) 66.0 34.0 34.0 34.0

Total Split (%) 66.0% 34.0% 34.0% 34.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 82 (82%), Referenced to phase 6:EBTL, Start of Green

Natural Cycle: 45

Control Type: Pretimed

Splits and Phases: 15: NW 1st Ave & NW 5th St
HCM 2010 Signalized Intersection Summary Future

15: NW 1st Ave & NW 5th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

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

Lane Configurations

Volume (veh/h) 85 451 47 0 0 0 0 188 101 25 42 0

Number 1 6 16 7 4 14 3 8 18

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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

Adj Sat Flow, veh/h/ln 1710 1629 1710 0 1629 1710 1629 1629 0

Adj Flow Rate, veh/h 89 470 49 0 196 105 26 44 0

Adj No. of Lanes 0 3 0 0 2 0 1 2 0

Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96

Percent Heavy Veh, % 0 5 0 0 5 5 5 5 0

Cap, veh/h 390 2205 234 0 572 293 253 897 0

Arrive On Green 0.20 0.20 0.20 0.00 0.10 0.10 0.29 0.29 0.00

Sat Flow, veh/h 639 3615 384 0 2054 1010 938 3176 0

Grp Volume(v), veh/h 222 187 199 0 152 149 26 44 0

Grp Sat Flow(s),veh/h/ln 1597 1482 1559 0 1547 1435 938 1547 0

Q Serve(g_s), s 11.7 10.5 10.7 0.0 9.2 9.7 2.3 1.0 0.0

Cycle Q Clear(g_c), s 11.7 10.5 10.7 0.0 9.2 9.7 12.0 1.0 0.0

Prop In Lane 0.40 0.25 0.00 0.70 1.00 0.00

Lane Grp Cap(c), veh/h 974 904 951 0 449 416 253 897 0

V/C Ratio(X) 0.23 0.21 0.21 0.00 0.34 0.36 0.10 0.05 0.00

Avail Cap(c_a), veh/h 974 904 951 0 449 416 253 897 0

HCM Platoon Ratio 0.33 0.33 0.33 1.00 0.33 0.33 1.00 1.00 1.00

Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00

Uniform Delay (d), s/veh 20.2 19.8 19.8 0.0 36.2 36.5 33.5 25.6 0.0

Incr Delay (d2), s/veh 0.5 0.5 0.5 0.0 2.0 2.4 0.8 0.1 0.0

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 5.3 4.4 4.7 0.0 4.2 4.1 0.7 0.5 0.0

LnGrp Delay(d),s/veh 20.8 20.3 20.3 0.0 38.3 38.9 34.3 25.7 0.0

LnGrp LOS C C C D D C C

Approach Vol, veh/h 608 301 70

Approach Delay, s/veh 20.5 38.6 28.9

Approach LOS C D C

Timer 1 2 3 4 5 6 7 8

Assigned Phs 4 6 8

Phs Duration (G+Y+Rc), s 34.0 66.0 34.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 29.0 61.0 29.0

Max Q Clear Time (g_c+I1), s 11.7 13.7 14.0

Green Ext Time (p_c), s 1.7 0.0 1.6

Intersection Summary

HCM 2010 Ctrl Delay 26.6

HCM 2010 LOS C
HCM Unsignalized Intersection Capacity Analysis Future

16: NW 2nd Ave & NW 4th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 56 72 520 4 10 230

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91

Hourly flow rate (vph) 62 79 571 4 11 253

Pedestrians 19 3 7

Lane Width (ft) 12.0 12.0 12.0

Walking Speed (ft/s) 4.0 4.0 4.0

Percent Blockage 2 0 1

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 344 358

pX, platoon unblocked 0.83 0.82 0.82

vC, conflicting volume 870 600 595

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 654 396 390

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 82 85 99

cM capacity (veh/h) 344 516 925

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

Volume Total 141 576 11 253

Volume Left 62 0 11 0

Volume Right 79 4 0 0

cSH 424 1700 925 1700

Volume to Capacity 0.33 0.34 0.01 0.15

Queue Length 95th (ft) 36 0 1 0

Control Delay (s) 17.7 0.0 8.9 0.0

Lane LOS C A

Approach Delay (s) 17.7 0.0 0.4

Approach LOS C

Intersection Summary

Average Delay 2.6

Intersection Capacity Utilization 43.4% ICU Level of Service A

Analysis Period (min) 15
Timings Future

17: NW 2nd Ave & NW 3rd St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 13 71 72 321 104 451 23 192

Turn Type Perm NA Perm NA Perm NA Perm NA

Protected Phases 8 4 6 2

Permitted Phases 8 4 6 2

Detector Phase 8 8 4 4 6 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 30.0 30.0 30.0 30.0 31.8 31.8 31.8 31.8

Total Split (s) 35.0 35.0 35.0 35.0 65.0 65.0 65.0 65.0

Total Split (%) 35.0% 35.0% 35.0% 35.0% 65.0% 65.0% 65.0% 65.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 0.8 0.8 0.8 0.8

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 4.8 4.8 4.8 4.8

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 79 (79%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green

Natural Cycle: 65

Control Type: Pretimed

Splits and Phases: 17: NW 2nd Ave & NW 3rd St
HCM 2010 Signalized Intersection Summary Future

17: NW 2nd Ave & NW 3rd St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

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

Lane Configurations

Volume (veh/h) 13 71 13 72 321 55 104 451 58 23 192 79

Number 3 8 18 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 0.99 0.96 0.97 0.96 0.99 0.98 0.99 0.99

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 1629 1629 1710 1629 1629 1710 1629 1629 1710 1629 1629 1710

Adj Flow Rate, veh/h 14 75 14 76 338 58 109 475 61 24 202 83

Adj No. of Lanes 1 1 0 1 2 0 1 1 0 1 1 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

Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5

Cap, veh/h 223 398 74 357 789 134 596 849 109 434 658 270

Arrive On Green 0.30 0.30 0.30 0.10 0.10 0.10 0.80 0.80 0.80 0.80 0.80 0.80

Sat Flow, veh/h 848 1326 247 1105 2630 446 947 1411 181 753 1094 449

Grp Volume(v), veh/h 14 0 89 76 197 199 109 0 536 24 0 285

Grp Sat Flow(s),veh/h/ln 848 0 1573 1105 1547 1529 947 0 1592 753 0 1543

Q Serve(g_s), s 1.4 0.0 4.2 6.4 12.0 12.3 3.6 0.0 12.2 1.2 0.0 4.9

Cycle Q Clear(g_c), s 13.6 0.0 4.2 10.6 12.0 12.3 8.5 0.0 12.2 13.4 0.0 4.9

Prop In Lane 1.00 0.16 1.00 0.29 1.00 0.11 1.00 0.29

Lane Grp Cap(c), veh/h 223 0 472 357 464 459 596 0 959 434 0 929

V/C Ratio(X) 0.06 0.00 0.19 0.21 0.42 0.43 0.18 0.00 0.56 0.06 0.00 0.31

Avail Cap(c_a), veh/h 223 0 472 357 464 459 596 0 959 434 0 929

HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.33 1.33 1.33 1.33 1.33 1.33

Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00

Uniform Delay (d), s/veh 34.4 0.0 26.0 38.3 36.9 37.1 5.6 0.0 5.2 7.6 0.0 4.5

Incr Delay (d2), s/veh 0.5 0.0 0.9 1.4 2.8 3.0 0.7 0.0 2.4 0.2 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 BackOfQ(50%),veh/ln 0.4 0.0 1.9 2.1 5.5 5.6 1.0 0.0 5.8 0.3 0.0 2.2

LnGrp Delay(d),s/veh 34.9 0.0 26.9 39.7 39.8 40.0 6.2 0.0 7.5 7.8 0.0 5.3

LnGrp LOS C C D D D A A A A

Approach Vol, veh/h 103 472 645 309

Approach Delay, s/veh 28.0 39.9 7.3 5.5

Approach LOS C D A A

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6 8

Phs Duration (G+Y+Rc), s 65.0 35.0 65.0 35.0

Change Period (Y+Rc), s * 4.8 5.0 * 4.8 5.0

Max Green Setting (Gmax), s * 60 30.0 * 60 30.0

Max Q Clear Time (g_c+I1), s 15.4 14.3 14.2 15.6

Green Ext Time (p_c), s 2.3 2.4 2.3 2.4

Intersection Summary

HCM 2010 Ctrl Delay 18.4

HCM 2010 LOS B

Notes

* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier.
Timings Future

18: NW 1st Ave & NW 3rd St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

Lane Group EBL EBT WBL WBT NBL NBT SBT SBR

Lane Configurations

Volume (vph) 46 0 47 257 98 157 90 43

Turn Type Perm NA Perm NA Perm NA NA Perm

Protected Phases 8 4 6 2

Permitted Phases 8 4 6 2

Detector Phase 8 8 4 4 6 6 2 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 26.0 26.0 29.0 29.0 25.6 25.6 25.6 25.6

Total Split (s) 69.0 69.0 69.0 69.0 31.0 31.0 31.0 31.0

Total Split (%) 69.0% 69.0% 69.0% 69.0% 31.0% 31.0% 31.0% 31.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 0.6 0.6 0.6 0.6

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 4.6 4.6 4.6 4.6

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 70 (70%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 55

Control Type: Pretimed

Splits and Phases: 18: NW 1st Ave & NW 3rd St
HCM 2010 Signalized Intersection Summary Future

18: NW 1st Ave & NW 3rd St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

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

Lane Configurations

Volume (veh/h) 46 0 103 47 257 58 98 157 0 0 90 43

Number 3 8 18 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 0.96 1.00 1.00 0.95

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 1710 1629 1710 1629 1629 1710 1629 1629 0 0 1629 1629

Adj Flow Rate, veh/h 50 0 112 51 279 63 107 171 0 0 98 47

Adj No. of Lanes 0 1 0 1 2 0 1 1 0 0 1 1

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Percent Heavy Veh, % 5 5 5 5 5 5 5 5 0 0 5 5

Cap, veh/h 263 20 529 728 1608 357 298 430 0 0 430 346

Arrive On Green 0.64 0.00 0.64 0.64 0.64 0.64 0.26 0.26 0.00 0.00 0.26 0.26

Sat Flow, veh/h 338 31 826 1107 2512 558 1044 1629 0 0 1629 1312

Grp Volume(v), veh/h 162 0 0 51 170 172 107 171 0 0 98 47

Grp Sat Flow(s),veh/h/ln 1195 0 0 1107 1547 1522 1044 1629 0 0 1629 1312

Q Serve(g_s), s 0.1 0.0 0.0 2.0 4.4 4.6 8.9 8.6 0.0 0.0 4.7 2.7

Cycle Q Clear(g_c), s 4.7 0.0 0.0 6.7 4.4 4.6 13.7 8.6 0.0 0.0 4.7 2.7

Prop In Lane 0.31 0.69 1.00 0.37 1.00 0.00 0.00 1.00

Lane Grp Cap(c), veh/h 812 0 0 728 990 974 298 430 0 0 430 346

V/C Ratio(X) 0.20 0.00 0.00 0.07 0.17 0.18 0.36 0.40 0.00 0.00 0.23 0.14

Avail Cap(c_a), veh/h 812 0 0 728 990 974 298 430 0 0 430 346

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00

Uniform Delay (d), s/veh 7.3 0.0 0.0 8.7 7.3 7.3 34.2 30.3 0.0 0.0 28.8 28.1

Incr Delay (d2), s/veh 0.6 0.0 0.0 0.2 0.4 0.4 3.3 2.7 0.0 0.0 1.2 0.8

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 BackOfQ(50%),veh/ln 1.9 0.0 0.0 0.6 2.0 2.0 2.9 4.2 0.0 0.0 2.3 1.1

LnGrp Delay(d),s/veh 7.9 0.0 0.0 8.9 7.7 7.7 37.5 33.0 0.0 0.0 30.1 28.9

LnGrp LOS A A A A D C C C

Approach Vol, veh/h 162 393 278 145

Approach Delay, s/veh 7.9 7.8 34.7 29.7

Approach LOS A A C C

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6 8

Phs Duration (G+Y+Rc), s 31.0 69.0 31.0 69.0

Change Period (Y+Rc), s * 4.6 5.0 * 4.6 5.0

Max Green Setting (Gmax), s * 26 64.0 * 26 64.0

Max Q Clear Time (g_c+I1), s 6.7 8.7 15.7 6.7

Green Ext Time (p_c), s 0.7 3.1 0.6 3.1

Intersection Summary

HCM 2010 Ctrl Delay 18.7

HCM 2010 LOS B

Notes

* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier.
Timings Future

19: NW 2nd Ave & NW 2nd St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

Lane Group EBL EBR NBL NBT SBT

Lane Configurations

Volume (vph) 43 61 41 581 251

Turn Type Perm Perm Perm NA NA

Protected Phases 6 2

Permitted Phases 8 8 6

Detector Phase 8 8 6 6 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 22.0 22.0 22.6 22.6 22.6

Total Split (s) 25.0 25.0 75.0 75.0 75.0

Total Split (%) 25.0% 25.0% 75.0% 75.0% 75.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 0.6 0.6 0.6 0.6 0.6

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.6 4.6 4.6 4.6

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 94 (94%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 45

Control Type: Pretimed

Splits and Phases: 19: NW 2nd Ave & NW 2nd St
HCM Signalized Intersection Capacity Analysis Future

19: NW 2nd Ave & NW 2nd St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

Movement EBL EBR NBL NBT SBT SBR

Lane Configurations

Volume (vph) 43 61 41 581 251 25

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.6 4.6 4.6 4.6

Lane Util. Factor 1.00 1.00 0.95 1.00

Frpb, ped/bikes 1.00 0.55 1.00 0.99

Flpb, ped/bikes 0.80 1.00 1.00 1.00

Frt 1.00 0.85 1.00 0.99

Flt Protected 0.95 1.00 1.00 1.00

Satd. Flow (prot) 1239 762 3079 1600

Flt Permitted 0.95 1.00 0.91 1.00

Satd. Flow (perm) 1239 762 2816 1600

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 47 66 45 632 273 27

RTOR Reduction (vph) 0 53 0 0 4 0

Lane Group Flow (vph) 47 13 0 677 296 0

Confl. Peds. (#/hr) 113 149 14 14

Turn Type Perm Perm Perm NA NA

Protected Phases 6 2

Permitted Phases 8 8 6

Actuated Green, G (s) 20.4 20.4 70.4 70.4

Effective Green, g (s) 20.4 20.4 70.4 70.4

Actuated g/C Ratio 0.20 0.20 0.70 0.70

Clearance Time (s) 4.6 4.6 4.6 4.6

Lane Grp Cap (vph) 252 155 1982 1126

v/s Ratio Prot 0.19

v/s Ratio Perm c0.04 0.02 c0.24

v/c Ratio 0.19 0.09 0.34 0.26

Uniform Delay, d1 32.9 32.3 5.8 5.4

Progression Factor 1.00 1.00 0.06 0.52

Incremental Delay, d2 1.6 1.1 0.4 0.6

Delay (s) 34.6 33.4 0.7 3.4

Level of Service C C A A

Approach Delay (s) 33.9 0.7 3.4

Approach LOS C A A

Intersection Summary

HCM 2000 Control Delay 4.9 HCM 2000 Level of Service A

HCM 2000 Volume to Capacity ratio 0.31

Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.2

Intersection Capacity Utilization 61.3% ICU Level of Service B

Analysis Period (min) 15

c Critical Lane Group
Timings Future

20: NW 2nd Ave & NW 1st St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

Lane Group WBT NBL NBT SBT

Lane Configurations

Volume (vph) 308 55 588 204

Turn Type NA Perm NA NA

Protected Phases 4 6 2

Permitted Phases 6

Detector Phase 4 6 6 2

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0

Minimum Split (s) 24.0 25.0 25.0 25.0

Total Split (s) 45.0 55.0 55.0 55.0

Total Split (%) 45.0% 55.0% 55.0% 55.0%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 87 (87%), Referenced to phase 2:SBT and 6:NBTL, Start of Green

Natural Cycle: 50

Control Type: Pretimed

Splits and Phases: 20: NW 2nd Ave & NW 1st St
HCM 2010 Signalized Intersection Summary Future

20: NW 2nd Ave & NW 1st St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 35 308 54 55 588 0 0 204 100

Number 7 4 14 1 6 16 5 2 12

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.92 0.99 1.00 1.00 0.99

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 1710 1629 0 0 1629 1710

Adj Flow Rate, veh/h 39 342 60 61 653 0 0 227 111

Adj No. of Lanes 0 3 0 0 2 0 0 1 0

Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90

Percent Heavy Veh, % 0 5 0 5 5 0 0 5 5

Cap, veh/h 153 1417 247 137 1346 0 0 514 252

Arrive On Green 0.13 0.13 0.13 0.50 0.50 0.00 0.00 1.00 1.00

Sat Flow, veh/h 384 3543 618 191 2766 0 0 1029 503

Grp Volume(v), veh/h 164 136 141 368 346 0 0 0 338

Grp Sat Flow(s),veh/h/ln 1609 1482 1454 1474 1408 0 0 0 1532

Q Serve(g_s), s 9.1 8.2 8.7 5.5 16.3 0.0 0.0 0.0 0.0

Cycle Q Clear(g_c), s 9.1 8.2 8.7 15.4 16.3 0.0 0.0 0.0 0.0

Prop In Lane 0.24 0.43 0.17 0.00 0.00 0.33

Lane Grp Cap(c), veh/h 644 593 582 779 704 0 0 0 766

V/C Ratio(X) 0.25 0.23 0.24 0.47 0.49 0.00 0.00 0.00 0.44

Avail Cap(c_a), veh/h 644 593 582 779 704 0 0 0 766

HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 2.00 2.00

Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00

Uniform Delay (d), s/veh 30.0 29.6 29.8 16.2 16.6 0.0 0.0 0.0 0.0

Incr Delay (d2), s/veh 0.9 0.9 1.0 2.1 2.4 0.0 0.0 0.0 1.8

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 4.2 3.5 3.7 7.1 6.7 0.0 0.0 0.0 0.4

LnGrp Delay(d),s/veh 31.0 30.5 30.8 18.3 19.0 0.0 0.0 0.0 1.8

LnGrp LOS C C C B B A

Approach Vol, veh/h 441 714 338

Approach Delay, s/veh 30.8 18.6 1.8

Approach LOS C B A

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 6

Phs Duration (G+Y+Rc), s 55.0 45.0 55.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 50.0 40.0 50.0

Max Q Clear Time (g_c+I1), s 2.0 11.1 18.3

Green Ext Time (p_c), s 2.6 0.0 2.6

Intersection Summary

HCM 2010 Ctrl Delay 18.4

HCM 2010 LOS B
Timings Future

21: NW 1st Ave & NW 1st St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

Lane Group WBT NBL NBT SBL SBT SBR

Lane Configurations

Volume (vph) 324 40 166 6 70 55

Turn Type NA Perm NA Perm NA Perm

Protected Phases 2 4 8

Permitted Phases 4 8 8

Detector Phase 2 4 4 8 8 8

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0

Minimum Split (s) 30.0 25.0 25.0 23.0 23.0 23.0

Total Split (s) 40.0 60.0 60.0 60.0 60.0 60.0

Total Split (%) 40.0% 60.0% 60.0% 60.0% 60.0% 60.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max Max Max

Intersection Summary

Cycle Length: 100

Actuated Cycle Length: 100

Offset: 24 (24%), Referenced to phase 2:WBTL, Start of Green

Natural Cycle: 55

Control Type: Pretimed

Splits and Phases: 21: NW 1st Ave & NW 1st St
HCM 2010 Signalized Intersection Summary Future

21: NW 1st Ave & NW 1st St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

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

Lane Configurations

Volume (veh/h) 0 0 0 19 324 84 40 166 9 6 70 55

Number 5 2 12 7 4 14 3 8 18

Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0

Ped-Bike Adj(A_pbT) 1.00 0.83 0.99 0.98 0.99 0.99

Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Adj Sat Flow, veh/h/ln 1710 1629 1710 1710 1629 1710 1710 1629 1629

Adj Flow Rate, veh/h 22 372 97 46 191 10 7 80 63

Adj No. of Lanes 0 2 0 0 1 0 0 2 1

Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87

Percent Heavy Veh, % 0 5 0 5 5 5 5 5 5

Cap, veh/h 46 790 214 170 663 33 140 1512 751

Arrive On Green 0.35 0.35 0.35 0.55 0.55 0.55 0.55 0.55 0.55

Sat Flow, veh/h 131 2257 611 231 1205 61 180 2749 1366

Grp Volume(v), veh/h 272 0 219 247 0 0 46 41 63

Grp Sat Flow(s),veh/h/ln 1622 0 1376 1497 0 0 1521 1408 1366

Q Serve(g_s), s 13.1 0.0 12.3 0.0 0.0 0.0 0.0 1.3 2.2

Cycle Q Clear(g_c), s 13.1 0.0 12.3 8.1 0.0 0.0 1.3 1.3 2.2

Prop In Lane 0.08 0.44 0.19 0.04 0.15 1.00

Lane Grp Cap(c), veh/h 568 0 482 866 0 0 878 774 751

V/C Ratio(X) 0.48 0.00 0.45 0.29 0.00 0.00 0.05 0.05 0.08

Avail Cap(c_a), veh/h 568 0 482 866 0 0 878 774 751

HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00

Uniform Delay (d), s/veh 25.4 0.0 25.1 12.0 0.0 0.0 10.4 10.4 10.6

Incr Delay (d2), s/veh 2.9 0.0 3.1 0.8 0.0 0.0 0.1 0.1 0.2

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

%ile BackOfQ(50%),veh/ln 6.3 0.0 5.1 3.8 0.0 0.0 0.6 0.5 0.9

LnGrp Delay(d),s/veh 28.3 0.0 28.2 12.8 0.0 0.0 10.5 10.6 10.8

LnGrp LOS C C B B B B

Approach Vol, veh/h 491 247 150

Approach Delay, s/veh 28.2 12.8 10.7

Approach LOS C B B

Timer 1 2 3 4 5 6 7 8

Assigned Phs 2 4 8

Phs Duration (G+Y+Rc), s 40.0 60.0 60.0

Change Period (Y+Rc), s 5.0 5.0 5.0

Max Green Setting (Gmax), s 35.0 55.0 55.0

Max Q Clear Time (g_c+I1), s 15.1 10.1 4.2

Green Ext Time (p_c), s 0.0 1.5 1.5

Intersection Summary

HCM 2010 Ctrl Delay 21.0

HCM 2010 LOS C
HCM Unsignalized Intersection Capacity Analysis Future

22: NW 6th St & Project Driveway PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

Movement EBL EBT WBT WBR SBL SBR

Lane Configurations

Volume (veh/h) 0 0 705 67 0 42

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 0 766 73 0 46

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 634

pX, platoon unblocked

vC, conflicting volume 839 803 420

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 839 803 420

tC, single (s) 4.2 6.9 7.0

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 100 100 92

cM capacity (veh/h) 772 315 574

Direction, Lane # WB 1 WB 2 SB 1

Volume Total 511 328 46

Volume Left 0 0 0

Volume Right 0 73 46

cSH 1700 1700 574

Volume to Capacity 0.30 0.19 0.08

Queue Length 95th (ft) 0 0 6

Control Delay (s) 0.0 0.0 11.8

Lane LOS B

Approach Delay (s) 0.0 11.8

Approach LOS B

Intersection Summary

Average Delay 0.6

Intersection Capacity Utilization 31.6% ICU Level of Service A

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

23: NW 1st Ave & Project Driveway PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

Movement EBL EBR NBL NBT SBT SBR

Lane Configurations

Volume (veh/h) 0 30 0 181 66 51

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 33 0 197 72 55

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 198 64 127

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 198 64 127

tC, single (s) 6.9 7.0 4.2

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 100 97 100

cM capacity (veh/h) 764 978 1435

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

Volume Total 33 98 98 48 79

Volume Left 0 0 0 0 0

Volume Right 33 0 0 0 55

cSH 978 1700 1700 1700 1700

Volume to Capacity 0.03 0.06 0.06 0.03 0.05

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

Control Delay (s) 8.8 0.0 0.0 0.0 0.0

Lane LOS A

Approach Delay (s) 8.8 0.0 0.0

Approach LOS A

Intersection Summary

Average Delay 0.8

Intersection Capacity Utilization 13.5% ICU Level of Service A

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

24: Project Driveway & NW 8th St PM Peak Hour

K:\FTL_TPTO\043537000-FECI\Miami\Environmental Study\Calcs\Synchro\06 03 14 Future PM.syn

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (veh/h) 356 0 0 0 0 8

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 387 0 0 0 0 9

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft) 564

pX, platoon unblocked 0.88 0.88 0.88

vC, conflicting volume 387 387 387

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 239 239 239

tC, single (s) 4.1 6.4 6.2

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 100 100 99

cM capacity (veh/h) 1157 656 700

Direction, Lane # EB 1 WB 1 NB 1

Volume Total 387 0 9

Volume Left 0 0 0

Volume Right 0 0 9

cSH 1700 1700 700

Volume to Capacity 0.23 0.00 0.01

Queue Length 95th (ft) 0 0 1

Control Delay (s) 0.0 0.0 10.2

Lane LOS B

Approach Delay (s) 0.0 0.0 10.2

Approach LOS B

Intersection Summary

Average Delay 0.2

Intersection Capacity Utilization 28.7% ICU Level of Service A

Analysis Period (min) 15