Traffic Impact Analysis

TRAFFIC IMPACT ANALYSIS

OPTIMA PLAZA NORTH HALLANDALE BEACH, FL

PREPARED FOR: CONSTRUCTIVA ENTERPRISES, LLC

Project #140193000 November 2015 Revised January 6, 2016 CA 00000696 Kimley-Horn and Associates, Inc. 1920 Wekiva Way West Palm Beach, Florida 33411 561/845-0665 TEL TRAFFIC IMPACT ANALYSIS

OPTIMA PLAZA NORTH HALLANDALE BEACH, FL

Prepared by: Kimley-Horn and Associates, Inc. West Palm Beach, Florida

Project #140193000 November 2015 Revised January 6, 2016 CA 00000696 Kimley-Horn and Associates, Inc. 1920 Wekiva Way West Palm Beach, Florida 33411 561/845-0665 TEL

______Christopher W. Heggen, P.E. Florida Registration Number 58636 Traffic Impact Analysis

TABLE OF CONTENTS

INTRODUCTION ...... 1

DATA COLLECTION...... 3

Intersection Volume Data ...... 3

PROJECT TRAFFIC ...... 4

Existing and Proposed Land Uses ...... 4

Trip Generation ...... 4

Trip Distribution ...... 6

Traffic Assignment ...... 6

EXISTING TRAFFIC ...... 8

FUTURE TRAFFIC ...... 8

LINK ANALYSIS ...... 8

INTERSECTION ANALYSIS ...... 10

Intersection Level of Service and Delay ...... 10

Intersection Queuing ...... 14

PROJECT DRIVEWAY ACCESS ...... 16

CONCLUSION ...... 17

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APPENDICES

APPENDIX A: SITE PLAN

APPENDIX B: STUDY METHODOLOGY

APPENDIX C: LINK DATA (BROWARD COUNTY MPO)

APPENDIX D: SERPM MODEL OUTPUT

APPENDIX E: TURNING MOVEMENT COUNTS AND FDOT PEAK SEASON FACTORS

APPENDIX F: GROWTH RATE CALCULATIONS AND VOLUME DEVELOPMENT WORKSHEETS

APPENDIX G: SIGNAL TIMING WORKSHEETS

APPENDIX H: INTERSECTION ANALYSIS

APPENDIX I: COMMITTED DEVELOPMENT DATA

APPENDIX J: FDOT PRE-APPLICATION LETTER

LIST OF TABLES

Table 1 Trip Generation ...... 5 Table 2 Link Analysis ...... 9 Table 3 Intersection Analysis (Existing Conditions) ...... 11 Table 4 Intersection Analysis (Future Background) ...... 12 Table 5 Intersection Analysis (Future Total) ...... 13 Table 6 Intersection Queuing (Existing Conditions) ...... 14 Table 7 Intersection Queuing (Future Background) ...... 15 Table 8 Intersection Queuing (Future Total) ...... 15

LIST OF FIGURES

Figure 1 Project Location Map...... 2 Figure 2 Site Traffic Assignment ...... 7

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INTRODUCTION

Optima Plaza North is a proposed office and bank site located on the west side of Federal Highway (US 1) just north of the Broward County/Miami-Dade County line in Hallandale Beach, Florida. Figure 1 illustrates the location of the proposed development. The proposed ground- level site plan is included in Appendix A.

Kimley-Horn and Associates, Inc. has prepared this traffic impact analysis for submittal to the City of Hallandale Beach. The purpose of the study is to assess the project’s impact on the surrounding roadway network and to evaluate the capacity available to support future traffic volumes. This report summarizes the data collection, project trip generation, distribution and link analysis.

The methodology for the study was based upon the City of Hallandale Beach’s Development Review Procedures – Impact Evaluation submission requirements (City Code Section 32- 788(g)) and a methodology meeting held on September 29, 2015 with the City’s consultant. A copy of the methodology determined in that meeting is included in Appendix B.

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DATA COLLECTION

To determine traffic conditions on the surrounding network, intersection turning movement counts were performed at the major intersections within 1,000 foot radius of the site plus additional intersections as agreed upon in the methodology determined with the City’s consultant. Below is a summary of the intersections included in this analysis.

Intersection Volume Data Turning movement counts were collected for the a.m. (7:00 a.m. to 9:00 a.m.) and p.m. peak period (4:00 p.m. to 6:00 p.m.) at the following intersections:

Major Hallandale Beach intersections within 1,000 feet of the site plus adjacent intersections:

x NE 213th Street & Biscayne Boulevard x SE 9th Street & Federal Highway x County Line Road & Dixie Highway x County Line Road & SE 1st Avenue x SE 10th Street & SE 3rd Avenue

Additional intersections:

x SE 3rd Street & Federal Highway* x SE 3rd Street & Dixie Highway x SE 3rd Street & SE 1st Avenue x Hallandale Beach Boulevard & Federal Highway* x Hallandale Beach Boulevard & Dixie Highway x Hallandale Beach Boulevard & SE/NE 1st Avenue x Hallandale Beach Boulevard & SE/NE 8th Avenue* x Hallandale Beach Boulevard & SE/NE 10th Avenue*

* Baseline turning movement count data was used from data reported in the Chateau Square Study conducted by Traf Tech, Inc (August 2015)

The above turning movement counts were conducted during typical weekday conditions on October 28th, 2015. The volumes were collected in 15-minute intervals and the peak hour was determined for each intersection. The FDOT peak season conversion factor was applied to the traffic counts to adjust the traffic to peak season volumes. The turning movement counts and FDOT peak season factor category report are included in Appendix E.

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PROJECT TRAFFIC

Project traffic used in this analysis is defined as the vehicle trips expected to be generated by the project, and the distribution and assignment of that traffic over the study roadway network.

Existing and Proposed Land Uses The project site currently contains a pre-school learning center. No credit was applied for the existing use, which provided for a more conservative analysis of overall impacts. The proposed use is a 277,299 square foot office building with 6,218 square feet of drive-in bank use. For analysis purposes, the office square footage identified above includes the second story of bank use.

Trip Generation The trip generation potential of this facility has been calculated using rates and equations published for Land Use 710 (General Office) and Land Use 912 (Drive-in Bank) by the Institute of Transportation Engineers (ITE) in the Trip Generation Handbook, Ninth Edition. Pass-by capture credits for the bank use were calculated based upon percentages published in the Trip Generation Handbook. As noted, the second story of the bank use identified on the site plan has been evaluated as office use because it is anticipated to function more like an office use than the customer-based first floor area of the bank.

Table 1 summarizes the trip generation potential in the weekday a.m. and p.m. peak hours.

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Table 1 Optima Plaza North – Trip Generation Determination AM Peak Hour Trips PM Peak Hour Trips Land Use Intensity Daily Trips Total Inbound Outbound Total Inbound Outbound GROSS TRIPS Office 277,299 square ft 2850 433 381 52 389 66 323

Drive-In Bank 6,218 square ft 921 75 43 32 151 76 75

SUBTOTAL (DRIVEWAY VOLUMES) 3771 508 424 84 540 142 398 PASS-BY TRIPS Drive-In Bank 47% 433 35 20 15 71 36 35

TOTAL (NET NEW TRAFFIC) 3338 473 404 69 469 106 363 Trip generation rates used are published by the Institute of Transportation Engineers (ITE) in Trip Generation, 9th Edition

Office Daily: Ln(T) =0.76 * Ln(ksf) + 3.68 AM Peak Hour: Ln(T) =0.80 * Ln(ksf) + 1.57 (88% inbound, 12% outbound) PM Peak Hour: T =1.12 * (ksf) + 78.45 (17% inbound, 83% outbound)

Drive-In Bank Daily: T = 148.15 * ksf AM Peak Hour: T = 12.08 trips per ksf (57% inbound, 43% outbound) PM Peak Hour: T = 24.30 trips per ksf (50% inbound, 50% outbound)

Note: Ground floor of bank use used to determine square footage for drive-in bank use; second floor was assumed as office use

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Trip Distribution The Year 2035 Southeast Florida Regional Planning Model (SERPM 6.5.4) was used to determine project traffic distribution at project buildout. The project Select Zone created in SERPM was calibrated to generate a daily trip volume within five percent of the ITE-calculated daily trip generation. Also, the Select Zone run was performed without compressing the model analysis for any counties. The SERPM projections are included in this report in Appendix D.

Traffic Assignment The site traffic was assigned to the surrounding roadway network using the 2035 SERPM model distribution described above. Figure 2 illustrates the project traffic assignment percentages to the surrounding roadway network.

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EXISTING TRAFFIC

Existing traffic conditions were determined based upon actual traffic volumes counted at the study intersections with an adjustment to peak season conditions based upon peak season conversion factors published by FDOT.

FUTURE TRAFFIC

Future background traffic volumes were calculated as the sum of the existing peak-season adjusted traffic volumes plus an additional amount of traffic to account for future growth in the study area. Future growth was calculated as the sum of a nominal background growth rate (0.5%) compounded annually plus traffic generated by approved projects in the vicinity of this site. An historical growth rate was calculated based on counts provided by FDOT for comparison purposes; this growth rate was calculated to be 1.53%. Growth rate calculations are included in Appendix F. Total future traffic volumes considered in the analysis for this project are the sum of the 2020 background traffic volumes plus future project traffic volumes at site buildout.

LINK ANALYSIS

A roadway link analysis has been conducted for year 2020 traffic conditions on major roadway links in the City of Hallandale Beach within one mile of the site. The roadway link analysis indicates that the segments of Federal Highway and Hallandale Beach Boulevard within the one-mile radius currently operate at Level of Service (LOS) F. The project is only projected to have greater than a 3% impact on Dixie Highway west of the project site. The only roadway links on which level of service will change due to project traffic are Hallandale Beach Boulevard and Dixie Highway.

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INTERSECTION ANALYSIS

The operating conditions for three conditions (existing, background and future total) were analyzed at the signalized and unsignalized study intersections during the AM peak hour and PM peak hour using Trafficware’s Synchro 9.0 Software. These analyses use the methodologies outlined in the Highway Capacity Manual, 2000 Edition in order to determine overall intersection level of service and delay, and queuing. Output from the HCM 2000 edition was provided instead of the more recent 2010 version because some discrepancies in the calculations of queuing, level of service and delay have been reported for output in the 2010 version, particularly in the analysis of shared lanes. Therefore, to maintain a consistent analysis, the HCM 2000 output has been utilized in this analysis, even for intersections not involving shared lanes.

Intersection Level of Service and Delay Tables 3, 4 and 5 summarize the existing, future background, and future total level of service (LOS) at the study intersections.

As shown in these tables, the intersections of Hallandale Beach Boulevard & Federal Highway, SE 3rd Street & Federal Highway, SE 9th Street & Federal Highway and SE 3rd Street & Dixie Highway are projected to operate at LOS E or F during future background conditions without the project. The overall LOS at the intersection of Hallandale Beach Boulevard & Federal Highway (US-1) was determined to change from LOS E to F at future buildout conditions. Otherwise, no change in LOS is anticipated at any of these intersections with the inclusion of project traffic, and all other intersections are projected to operate at LOS D or better. It is also noted that the project will be required to contribute to a transportation mitigation payment to the City per the City’s transportation mitigation payment schedule. The turning movement count data is included in Appendix E. Existing signal timing worksheets are included in Appendix G. HCS and Synchro output worksheets are included in Appendix H.

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Table 3 2015 Existing Conditions Approach LOS Intersection Traffic Control Overall Delay / LOS NB SB EB WB AM Peak Hour NE 213th Street & Biscayne Boulevard Signalized 24.7 C C B - E SE 9th Street & Federal Highway Signalized 16.7 B B B E E SE 3rd Street & Federal Highway Signalized 58.1 E C D F E SE 3rd Street & Dixie Highway Signalized 59.3 E - E D D SE 3rd Street & SE 1st Avenue Signalized 317.4 F D - F C

Hallandale Beach Boulevard & Federal Highway Signalized 70.5 E D E E F

Hallandale Beach Boulevard & Dixie Highway Signalized 27.6 C - E C B Hallandale Beach Boulevard & SE/NE 1st Avenue Signalized 23.2 C F - A C Hallandale Beach Boulevard & SE/NE 8th Avenue Signalized 28.8 C E C D B Hallandale Beach Boulevard & SE/NE 10th Avenue Signalized 23.1 C C - B C County Line Road & Dixie highway Signalized 27.3 C C C D B County Line Road & SE 1st Avenue Signalized 25.3 C C C C -

214th Terrace & 3rd Avenue Unsignalized - - - A A - SE 3rd Avenue & SE 10th Court Unsignalized - - A A A - Optima DW & Federal Highway Unsignalized - - - - B - PM Peak Hour NE 213th Street & Biscayne Boulevard Signalized 27.8 C C B - E

SE 9th Street & Federal Highway Signalized 19.1 B B B E E SE 3rd Street & Federal Highway Signalized 48.2 D C D E E SE 3rd Street & Dixie Highway Signalized 96.1 F - D D F SE 3rd Street & SE 1st Avenue Signalized 60.4 E D - F D

Hallandale Beach Boulevard & Federal Highway Signalized 78.5 E E E E F

Hallandale Beach Boulevard & Dixie Highway Signalized 28.7 C - E D B

Hallandale Beach Boulevard & SE/NE 1st Signalized Avenue 22.2 C E - A B Hallandale Beach Boulevard & SE/NE 8th Signalized Avenue 26.0 C E D C C Hallandale Beach Boulevard & SE/NE 10th Signalized Avenue 31.8 C D - B D County Line Road & Dixie highway Signalized 25.6 C C B D C County Line Road & SE 1st Avenue Signalized 20.1 C D C A - 214th Terrace & 3rd Avenue Unsignalized - - - A - - SE 3rd Avenue & SE 10th Court Unsignalized - - A A A - Optima DW & Federal Highway Unsignalized - - - - A - k:\wpb_tpto\1401\140193000 optima plaza north\tia\1-5-2016 tia resubmittal\2016-01-06 optima plaza north tia.doc Page | 11 Traffic Impact Analysis

Table 4 2020 Future Background Conditions Approach LOS Intersection Traffic Control Overall Delay / LOS NB SB EB WB AM Peak Hour NE 213th Street & Biscayne Boulevard Signalized 25.1 C C B - E SE 9th Street & Federal Highway Signalized 22.7 C B C E E SE 3rd Street & Federal Highway Signalized 62.5 E D E F F SE 3rd Street & Dixie Highway Signalized 59.9 E - E D D SE 3rd Street & SE 1st Avenue Signalized 316.1 F D - F C

Hallandale Beach Boulevard & Federal Highway Signalized 74.5 E D E E F

Hallandale Beach Boulevard & Dixie Highway Signalized 28.4 C - E C B Hallandale Beach Boulevard & SE/NE 1st Signalized Avenue 26.9 C F - S C Hallandale Beach Boulevard & SE/NE 8th Signalized Avenue 30.9 C E D D B Hallandale Beach Boulevard & SE/NE 10th Signalized Avenue 23.3 C C E B C County Line Road & Dixie highway Signalized 27.2 C C C D B County Line Road & SE 1st Avenue Signalized 23.5 C C C C - 214th Terrace & 3rd Avenue Unsignalized - - - A A -

SE 3rd Avenue & SE 10th Court Unsignalized - - A B A A Optima DW & Federal Highway Unsignalized - - A - B - PM Peak Hour NE 213th Street & Biscayne Boulevard Signalized 31.3 C D B - E SE 9th Street & Federal Highway Signalized 25.0 C C C E E SE 3rd Street & Federal Highway Signalized 74.5 E E E E E SE 3rd Street & Dixie Highway Signalized 97.3 F - D D F

SE 3rd Street & SE 1st Avenue Signalized 62.8 E D - F D

Hallandale Beach Boulevard & Federal Highway Signalized 96.7 F F E E F

Hallandale Beach Boulevard & Dixie Highway Signalized 33.1 C - E D B Hallandale Beach Boulevard & SE/NE 1st Signalized Avenue 33.9 C E - A D Hallandale Beach Boulevard & SE/NE 8th Signalized Avenue 65.9 E F D D C Hallandale Beach Boulevard & SE/NE 10th Signalized Avenue 31.5 C D E B D County Line Road & Dixie highway Signalized 26.6 C C B D C

County Line Road & SE 1st Avenue Signalized 21.6 C D C A - 214th Terrace & 3rd Avenue Unsignalized - - - A A - SE 3rd Avenue & SE 10th Court Unsignalized - - A A A A Optima DW & Federal Highway Unsignalized - - A - A - k:\wpb_tpto\1401\140193000 optima plaza north\tia\1-5-2016 tia resubmittal\2016-01-06 optima plaza north tia.doc Page | 12 Traffic Impact Analysis

Table 5 2020 Future Total Conditions Approach LOS Intersection Traffic Control Overall Delay / LOS NB SB EB WB AM Peak Hour NE 213th Street & Biscayne Boulevard Signalized 26.0 C C B - E SE 9th Street & Federal Highway Signalized 28.7 C B D E E SE 3rd Street & Federal Highway Signalized 63.4 E D E F F SE 3rd Street & Dixie Highway Signalized 60.8 E - E D D

SE 3rd Street & SE 1st Avenue Signalized 314.8 F D - F C

Hallandale Beach Boulevard & Federal Signalized Highway 77.4 E D E E F

Hallandale Beach Boulevard & Dixie Highway Signalized 29.6 C - E C B Hallandale Beach Boulevard & SE/NE 1st Signalized Avenue 31.2 31.2 F - A C

Hallandale Beach Boulevard & SE/NE 8th Signalized Avenue 30.7 C E D D B Hallandale Beach Boulevard & SE/NE 10th Signalized Avenue 23.4 C C E B C County Line Road & Dixie highway Signalized 29.6 C C C D C County Line Road & SE 1st Avenue Signalized 31.6 C C C A - 214th Terrace & 3rd Avenue Unsignalized - - - A A - SE 3rd Avenue & SE 10th Court Unsignalized - - B B A A Optima DW & Federal Highway Unsignalized - - B - B - PM Peak Hour NE 213th Street & Biscayne Boulevard Signalized 35.5 D D B - E SE 9th Street & Federal Highway Signalized 27.8 C C C E E SE 3rd Street & Federal Highway Signalized 74.0 E E E E E

SE 3rd Street & Dixie Highway Signalized 97.4 F - D D F

SE 3rd Street & SE 1st Avenue Signalized 70.0 E E - F D

Hallandale Beach Boulevard & Federal Signalized Highway 98.5 F F E E F

Hallandale Beach Boulevard & Dixie Highway Signalized 31.9 C - E D B Hallandale Beach Boulevard & SE/NE 1st Signalized Avenue 39.1 D E - A D

Hallandale Beach Boulevard & SE/NE 8th Signalized Avenue 66.1 E F D D C Hallandale Beach Boulevard & SE/NE 10th Signalized Avenue 31.4 C D E B D County Line Road & Dixie highway Signalized 28.8 C C B D D County Line Road & SE 1st Avenue Signalized 24.4 C D C A - 214th Terrace & 3rd Avenue Unsignalized - - - B A - SE 3rd Avenue & SE 10th Court Unsignalized - - B B A A Optima DW & Federal Highway Unsignalized - - A - B - k:\wpb_tpto\1401\140193000 optima plaza north\tia\1-5-2016 tia resubmittal\2016-01-06 optima plaza north tia.doc Page | 13 Traffic Impact Analysis

Intersection Queuing The projected intersection queues were determined from the Synchro output at the main project driveway intersection and intersections with failing levels of service. A summary of the existing, future background and future total queues are presented in Tables 6, 7 and 8. As shown, the projected future queues can be accommodated within the left-turn and right-turn storage provided, with the exception of US-1 & Hallandale Beach Boulevard.

As noted previously, the project will be required to contribute to the City’s transportation mitigation fund, which may be used to implement capacity and/or queuing storage throughout the overall roadway network.

Table 6 Project Queue For Failing/Project Access Intersections Existing AM Queue Length Project /Failing Intersection EBL EBR WBL WBR NBL NBR SBL SBR 95th Percentile Queue ------Optima Office Drive (US 1 access) Storage Available ------95th Percentile Queue ------US 1 & Hallandale Beach Boulevard Storage Available ------Existing PM Queue Length Project /Failing Intersection EBL EBR WBL WBR NBL NBR SBL SBR 95th Percentile Queue ------Optima Office Drive (US 1 access) Storage Available ------95th Percentile Queue ------US 1 & 3rd Street Storage Available ------95th Percentile Queue ------US 1 & Hallandale Beach Boulevard Storage Available ------

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Table 7 Project Queue For Failing/Project Access Intersections Future Background AM Queue Length Project /Failing Intersection EBL EBR WBL WBR NBL NBR SBL SBR 95th Percentile Queue - 17- - 60- - - Optima Office Drive (US 1 access) Storage Available ------95th Percentile Queue ------US 1 & Hallandale Beach Boulevard Storage Available ------Future Background PM Queue Length Project /Failing Intersection EBL EBR WBL WBR NBL NBR SBL SBR 95th Percentile Queue - 25- - 9 - - - Optima Office Drive (US 1 access) Storage Available ------95th Percentile Queue 253 - 414 31 219 0 61- US 1 & 3rd Street Storage Available 380 430 430 312 365 597 95th Percentile Queue 314 - 528 - 416 31 412 - US 1 & Hallandale Beach Boulevard Storage Available 483 - 435 - 531 448 415 -

Table 8 Project Queue For Failing/Project Access Intersections Future Total AM Queue Length Project /Failing Intersection EBL EBR WBL WBR NBL NBR SBL SBR 95th Percentile Queue - 40 - - 349- - - Optima Office Drive (US 1 access) Storage Available ------95th Percentile Queue 346 - 612 - 251 33 422 - US 1 & Hallandale Beach Boulevard Storage Available 483 - 435 - 531 448 415 - Future Total PM Queue Length Project /Failing Intersection EBL EBR WBL WBR NBL NBR SBL SBR 95th Percentile Queue - 499- - 21- - - Optima Office Drive (US 1 access) Storage Available ------95th Percentile Queue 254 - 414 31 219 061- US 1 & 3rd Street Storage Available 380 - 430 - 312 365 597 - 95th Percentile Queue 347 - 612 - 253 33 422 - US 1 & Hallandale Beach Boulevard Storage Available 483 - 435 - 531 448 415 -

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PROJECT DRIVEWAY ACCESS

Although the majority of site traffic will be traveling to and from the site via US-1, the site will not have any direct access connections along its US-1 frontage. Instead, the site will utilize cross- access connections on US-1 via the left-in/right-in/right-out Hampton Inn driveway to the north (serving outbound project traffic only) and via the right-in/right-out driveway at the existing Optima building to the south (in the City of Aventura). A pre-application meeting was held with the Florida Department of Transportation on December 17, 2015 to determine the allowable access configuration for the site. The draft pre-application letter is provided in Appendix J of this report.

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CONCLUSION

Optima Plaza North is a proposed office and bank site located on the west side of Federal Highway (US 1) just north of the Broward County/Miami-Dade County line in Hallandale Beach, Florida. The site is proposed to be developed with 277,299 square feet of office use and 6,218 square feet of drive-in bank use.

The analysis has been conducted to evaluate future level of service on the roadway segments and intersections identified in the study methodology. The analysis includes an assumption of background growth plus traffic generated by committed projects in the area. As shown in the analyses, some roadway segments and intersections within the study area currently operate at LOS E or F during weekday peak period conditions. The analysis indicates that no additional roadways or intersections that are currently operating at LOS D or better will degrade to LOS E or F. Additionally, it is noted that the project will be required to contribute to a transportation mitigation payment to the City per the City’s transportation mitigation payment schedule.

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APPENDIX A: SITE PLAN

k:\wpb_tpto\1401\140193000 optima plaza north\tia\1-5-2016 tia resubmittal\2016-01-06 optima plaza north tia.doc L O C S A I T T E I O N 7 6 , 0 1 0 S Q F T . S C C O A L N E : T N . E T . S X . T P L A N 4 5 3 3 P O 2 N P S D D 1 C S E R H A R C

PROPOSED MIXED-USE DEVELOPMENT D T O E e O E T T A l : L T 3 E E S E W J E 0 O T 5 - N R M . G E : 7 T E a B S 4 I T i L 0 E 0 l C e : N . V T 5 l i N : n . D 1 4 E 6 f . T o 4 B G 7 2 @ O - U C 8 . - 3 F b O 7 A F N O e 6 R a : h 0 5 R A a x N OPTIMA PLAZA NORTH . 1 2 D : L O r - L f 0 3 , o G 0 0 A 1 G n 8 5 A t : E : . . B c 7 5 O M o 4 L m R 0 E

1 1010 SOUTH FEDERAL HIGHWAY G . S 5 E I 4 , 4 A F 4 3 L : - HALLANDALE, FL 33020 3 O 0 0 R 5 I 1 D 5 8 A 2 3 3 1 4 6 2013 BEHAR FONT PARTNERS, P.A. THE DESIGN AND DRAWINGS FOR THIS PROJECT ARE PROPERTY OF THIS ARCHITECT AND ARE PROTECTED UNDER THE COPYRIGHT PROTECTION ACT. 4533 P ONCE DE LEON BLV D. CORAL GAB LES , F LORIDA 33146 Tel: 305.740.5442 Fax: 305.740.5443 E -Mail: [email protected] om

21 S COTT STRE ET. BUFORD, GE ORGIA 30518 Tel: 678.765.2008

S E A L : . T C A N O I T C E T O R P T H G I R Y P O C E H T R E D N U D E T C E T O R P

BUILDING COVERAGE: H E R A T

LOT COVERAGE 76,010 SQ. FT. 48,000 SQ. FT. (63%) D N A R T T C E N

MIN. PERVIOUS LOT AREA T O I E H Y M C A R P N A W 15% OF LOT AREA O 11,402 SQ. FT. 28,010 SQ. FT. (36%) S 0 I L H 2 H E G T 0 I A V F 3 H O 3 E Y L

FLOOR AREA (GROSS) D Z T L A R F E E R , A P S E E O U D R L

OFFICE AREA (SQFT) 272,304 SQ.FT. - L P E A D E F D R BANK AREA (SQFT) 11,203 SQ.FT. E P A N H X I T A T C M L

COMMON AREA (SQFT) 55,742 SQ.FT. U E L J O D A O A S R E H P S 0 S I 1 M O H

TOTAL BUILDING AREA (SQFT) 728,577 SQ.FT. 0 P I T 1 O R O R T F P S G P N BUILDING SETBACKS I W A O R D

FRONT 15''-0" 22'-0" D N A

0'-0" N

SIDE (NORTH) 15'-0" G I S E SIDE (SOUTH) 0'-0" 0'-0" D E H T

REAR (ADJACENT TO RESIDENTIAL) 25'-0" N/A . A . P ,

CORNER 15'-0" 15'-0" S R E N T R A

BUILDING HEIGHT P T N O 350'-0" 350'-0" F R A H E B 3

PARKING: 1 0 2 OFFICE (1 P.S. : 250 SQFT. ) (1:250) 272,304 SQFT. 1089.22

BANK (1 P.S. : 300 SQFT.) (1:300) 11,203 SQFT. 37.34

TOTAL PARKING 1126.56 816 DATE: 01-30-15 LOADING: PROJECT NO: 14-052 BANK (11,203 SQFT.) 10,001 - 40,000 SQFT. 2 2 DRAWING NAME:

SHEET NO: ZONING CHART A-0 SCALE: N.T.S. 15'-0" S

94'-4" STBK 2 5 T ' B - 2 K

10'-8" 72'-5" 11'-4" " 2 0 ' - 1 0 " 1 2 5 ' - 9 1 9 " ' - 1 " 3 6 ' - 0 " 5 7 ' - 0 " 4 4 6 6 0 0 G ' ' - - 3 3 " " S R 7 C 4 O A ' - 0 L " U E : N 1 " D = 3 2 3 3 0 L ' - ' 1 - 0 E 0 " " V E L 6 4 8 ' - F 1 " L O O 1 5 R 2 ' - 6 " P L A N 2 0 ' 1 - 1 1 0 ' - " 4 " 18'-8" 30'-0" 34'-4" 11'-4" 17'-0" 94'-4" STBK 5 6 ' - 2 "

36'-5"

' -

- 1

" " 1 3 1 ' - 8

0 " 2 17'-4" 8'-2" STBK STBK 6

6'-0 S

" 2

K 0 " 4 5 3 3 P O 2 N S D P D 1 C S E R H A R C

PROPOSED MIXED-USE DEVELOPMENT D T O E e E O T T A l : L T 3 E E S E W E 0 O J T 5 - N R M . E : 7 T A S E a B 4 I T i L 0 E 0 l C e : N . V T 5 l i N : n . D 1 4 E 6 f . o 4 T B G 7 2 @ O - U C 8 - . 3 F b O 7 A F N O e 6 R a : h 0 5 R A a x 1 N OPTIMA PLAZA NORTH . 2 D : L r O L - f 0 3 , o G 0 0 A 1 G n 8 5 A t : E : . . B c 7 5 O M o 4 L m R 0 E 1 G . S 5 E I 4 , A 4 F 4 3 L : 3 O - HALLANDALE, FLORIDA 0 R 0 5 I 1 D 5 8 A 2 3 3 1 4 6 2013 BEHAR FONT PARTNERS, P.A. THE DESIGN AND DRAWINGS FOR THIS PROJECT ARE PROPERTY OF THIS ARCHITECT AND ARE PROTECTED UNDER THE COPYRIGHT PROTECTION ACT. Traffic Impact Analysis

APPENDIX B: STUDY METHODOLOGY

k:\wpb_tpto\1401\140193000 optima plaza north\tia\1-5-2016 tia resubmittal\2016-01-06 optima plaza north tia.doc MEMORANDUM

To: Jose Rodriguez, P.E. Keith and Schnars, P.A. From: Christopher W. Heggen, P.E. Kimley-Horn and Associates, Inc. Date: October 27, 2015 Subject: Optima Plaza North Traffic Evaluation Methodology Kimley-Horn # 140193000

The Optima Plaza North site is an office and bank site located on the west side of Federal Highway (US 1) just north of the Broward County/Miami-Dade County line in Hallandale Beach, Florida. The site includes driveway connections on South Federal Highway (U.S. 1) and SE 10 th Street and a cross-access connection to the existing Optima building immediately south of this site. The following methodology has been developed to address the items to be included in the traffic analysis of this proposed right-in-only driveway.

n Trip generation: The trip generation potential for the retail building will be calculated using rates and equations published for Land Use 710 (General Office) and Land Use 912 (Drive-in Bank) by the Institute of Transportation Engineers (ITE) in the Trip Generation Handbook, Ninth Edition. Pass-by capture credits for the bank use will be calculated based upon percentages published in the Trip Generation Handbook. A preliminary trip generation calculation has been attached. n Trip distribution/assignment: A select zone run will be performed using the Southeast Florida Regional Planning Model (SERPM) to determine overall traffic distribution in the vicinity of the site. Based upon this distribution, traffic volumes will be assigned to the local roadway network. n Data collection: AM (7:00 AM – 9:00 AM) and PM (4:00 PM – 6:00 PM) peak period turning movement counts will be collected at the following locations: - NE 213th Street & Biscayne Boulevard - SE 9th Street & Federal Highway - SE 3rd Street & Federal Highway - SE 3rd Street & Dixie Highway - SE 3rd Street & SE 1st Avenue - Hallandale Beach Boulevard & Federal Highway - Hallandale Beach Boulevard & Dixie Highway - Hallandale Beach Boulevard & SE/NE 1st Avenue - Hallandale Beach Boulevard & SE/NE 8th Avenue - Hallandale Beach Boulevard & SE/NE 10th Avenue - County Line Road & Dixie Highway - County Line Road & SE 1st Avenue

kimley-horn.com 1920 Wekiva Way, Suite 200, West Palm Beach, FL 33411 561-845-0665 Page 2

- NE 214th Terrace & East Dixie Highway - SE 10th Street & SE 3rd Avenue - Existing Optima Plaza driveways on NE 214th Terrace and Biscayne Blvd From this count data, peak hour traffic volumes will be determined. For any counts conducted outside of the peak season (January – March), the Peak Season Conversion Factor (PSCF) published by FDOT for this portion of Broward County will be applied. n Future Background Volumes: Future background volumes will be determined by adding a 0.5% compounded annual growth rate plus specific development volumes from approved projects to the intersection counts. The list of approved projects provided by the City of Hallandale Beach will be utilized in the analysis to determine volumes added at study intersections. n Total Future Volumes: Total future volumes will be determined by adding project traffic volumes at each of the study intersections. n Intersection LOS Analysis: Intersection LOS analyses will be conducted for Existing Peak Season, Future Background Peak Season and Future Total Peak Season Conditions using Synchro software. HCM 2000 output will be used to determine LOS and delay at each study intersection. n Roadway LOS Analysis: Existing, Future Background and Total Future LOS analyses will be conducted for major roadways in Broward County within 1 mile of the project utilizing traffic count data and Adopted LOS Volumes published by the Broward County Metropolitan Planning Organization (MPO). n Turn lane requirements and vehicular queue storage requirements will be determined at site turn lanes based upon the volumes of traffic anticipated to utilize the site driveways. n Following a determination of project impacts, the Applicant will review potential mitigation measures with City staff and the City consultant to evaluate feasibility and appropriateness of these measures. The data collection, calculations, analyses and results will be summarized in a written report for City review. Relevant tables, charts, figures and worksheets will be included in the summary report.

Please review the methodology for this analysis as outlined above and indicate your concurrence by signing in the space below. Should you have questions or comments regarding the proposed methodology, please call me via phone at (561) 840-0248 or via e-mail at chris.heggen@kimley- horn.com.

Concur by: ______Date: ______Jose Rodriguez, P.E.

K:\WPB_TPTO\85294\cwh\2015\Optima Plaza North\2015-10-27 Optima Plaza Traffic Methodology.docx

kimley-horn.com 1920 Wekiva Way, Suite 200, West Palm Beach, FL 33411 561-845-0665 Traffic Impact Analysis

APPENDIX C: LINK DATA (BROWARD COUNTY MPO)

k:\wpb_tpto\1401\140193000 optima plaza north\tia\1-5-2016 tia resubmittal\2016-01-06 optima plaza north tia.doc Broward County Broward County Roadway Capacity and Level of ServiceRoadway Analysis Capacity and Level of Service Analysis

APPENDIX C: North / South Roadways Capacity and Level of Service Analysis 2013 & 2035

2013 2013 2035 2035 Design Daily Conditions Peak Hour Conditions Design Daily Conditions Peak Hour Conditions ID N/SRoadway Segment Code AADT Capacity V/C LOS Volume Capacity V/C LOS Code Volume Capacity V/C LOS Volume Capacity V/C LOS 795 NE 6 Ave N of Dixie Hwy 264 8300 13320 0.62 D 789 1197 0.66 D 264 11940 13320 0.90 D 1134 1197 0.95 D 797 NE 6 Ave N of Prospect Rd 264 7300 13320 0.55 D 694 1197 0.58 D 264 12015 13320 0.90 D 1141 1197 0.95 D 799 NE 6 Ave N of Commercial Blvd 464 11000 29160 0.38 C 1045 2628 0.40 C 464 13957 29160 0.48 D 1326 2628 0.50 D 801 NE 6 Ave N of NE 56 St 264 3600 13320 0.27 C 342 1197 0.28 C 264 5682 13320 0.43 C 540 1197 0.45 C 1101 NW 6 Ave N of Atlantic Blvd 264 8000 13320 0.60 D 760 1197 0.63 D 264 10272 13320 0.77 D 976 1197 0.81 D 803 NE 3 Ave N of Copans Rd 264 9500 13320 0.71 D 903 1197 0.75 D 464 29568 29160 1.01 E 2809 2628 1.07 F 805 NE 3 Ave N of Sample Rd 264 10500 13320 0.79 D 998 1197 0.83 D 464 25073 29160 0.86 D 2382 2628 0.91 D 807 NE 3 Ave N of NE 48 St 264 8400 13320 0.63 D 798 1197 0.67 D 464 19476 29160 0.67 D 1850 2628 0.70 D 1057 NE 3 Ave N of NE 54 St / SW 15 St 264 8400 13320 0.63 D 798 1197 0.67 D 464 18600 29160 0.64 D 1767 2628 0.67 D 809 Natura Blvd N of SE 10 St 464 7200 29160 0.25 C 684 2628 0.26 C 464 11240 29160 0.39 C 1068 2628 0.41 C 811 Dixie Hwy/ 21 Ave N of Dade C L 463 8400 34992 0.24 C 798 3154 0.25 C 463 14012 34992 0.40 C 1331 3154 0.42 C 813 Dixie Hwy/ 21 Ave N of Hndle Bch Blvd 463 9700 34992 0.28 C 922 3154 0.29 C 463 16576 34992 0.47 D 1575 3154 0.50 D 815 Dixie Hwy/ 21 Ave N of Pembroke Rd 463 10900 34992 0.31 C 1036 3154 0.33 C 463 18329 34992 0.52 D 1741 3154 0.55 D 817 Dixie Hwy/ 21 Ave N of Hollywood Blvd 463 10100 34992 0.29 C 960 3154 0.30 C 463 15753 34992 0.45 D 1497 3154 0.47 D 819 Dixie Hwy/ 21 Ave N of Sheridan St 464 5000 29160 0.17 C 475 2628 0.18 C 464 6883 29160 0.24 C 654 2628 0.25 C 1049 Dixie Hwy/ 21 Ave N of Phippen Rd 264 3200 13320 0.24 C 304 1197 0.25 C 264 4986 13320 0.37 C 474 1197 0.40 C 821 SE 3 Ave N of SE 17 St 432 7100 32400 0.22 C 675 2920 0.23 C 432 15877 32400 0.49 D 1508 2920 0.52 D 823 SE 3 Ave N of Davie Blvd 432 12000 32400 0.37 C 1140 2920 0.39 C 432 22048 32400 0.68 D 2095 2920 0.72 D 825 SE 3 Ave N of SE 7 St-CBD 432 21000 32400 0.65 D 1995 2920 0.68 D 432 29020 32400 0.90 D 2757 2920 0.94 D 827 NE 3 Ave N of Broward Blvd-CBD 432 21000 32400 0.65 D 1995 2920 0.68 D 432 23194 32400 0.72 D 2203 2920 0.75 D 829 NE 3 Ave N of NE 6 St 432 11900 32400 0.37 C 1131 2920 0.39 C 432 25110 32400 0.77 D 2385 2920 0.82 D 831 NE 4 Ave/Wilton Dr N of Sunrise Blvd 432 17900 32400 0.55 D 1701 2920 0.58 D 432 28216 32400 0.87 D 2681 2920 0.92 D 833 Dixie Hwy N of Oakland Pk Blvd 432 21500 32400 0.66 D 2043 2920 0.70 D 432 28500 32400 0.88 D 2708 2920 0.93 D 835 Dixie Hwy N of NE 38 St 422 23500 39800 0.59 C 2233 3580 0.62 C 422 32998 39800 0.83 C 3135 3580 0.88 C 837 Dixie Hwy N of Commercial Blvd 422 19300 39800 0.48 C 1834 3580 0.51 C 422 25751 39800 0.65 C 2446 3580 0.68 C 839 Dixie Hwy N of McNab Rd 633 20800 60000 0.35 B 1976 5400 0.37 B 633 29555 60000 0.49 C 2808 5400 0.52 C 841 Dixie Hwy N of Pompano Park Pl 432 24000 32400 0.74 D 2280 2920 0.78 D 432 29049 32400 0.90 D 2760 2920 0.94 D 843 Dixie Hwy N of Atlantic Blvd 432 24000 32400 0.74 D 2280 2920 0.78 D 432 30723 32400 0.95 D 2919 2920 1.00 D 845 Dixie Hwy N of NW 15 St 422 24000 39800 0.60 C 2280 3580 0.64 C 422 33485 39800 0.84 C 3181 3580 0.89 C 847 Dixie Hwy N of Copans Rd 422 19900 39800 0.50 C 1891 3580 0.53 C 422 26116 39800 0.66 C 2481 3580 0.69 C 849 Dixie Hwy N of Sample Rd 422 22000 39800 0.55 C 2090 3580 0.58 C 422 18075 39800 0.45 C 1717 3580 0.48 C 851 Dixie Hwy N of NE 48 St 422 17800 39800 0.45 C 1691 3580 0.47 C 422 25804 39800 0.65 C 2451 3580 0.68 C 853 Dixie Hwy N of SW 10 St 422 11100 39800 0.28 C 1055 3580 0.29 C 422 14146 39800 0.36 C 1344 3580 0.38 C 855 Dixie Hwy N of Hillsboro Blvd 422 15000 37810 r 0.40 C 1425 3401 r 0.42 C 422 35754 37810 r 0.95 C 3397 3401 r 1.00 D 857 NE 15 Ave N of Las Olas Blvd 264 12500 13320 0.94 D 1188 1197 0.99 D 264 12789 13320 0.96 D 1215 1197 1.01 E 859 NE 15 Ave N of Broward Blvd 264 4700 13320 0.35 C 447 1197 0.37 C 264 6095 13320 0.46 C 579 1197 0.48 C 861 NE 15 Ave N of NE 6 St 264 9900 13320 0.74 D 941 1197 0.79 D 264 11465 13320 0.86 D 1089 1197 0.91 D 863 NE 15 Ave N of Sunrise Blvd 464 13000 29160 0.45 C 1235 2628 0.47 D 464 24214 29160 0.83 D 2300 2628 0.87 D 865 NE 15 Ave N of NE 13 St 464 12200 29160 0.42 C 1159 2628 0.44 C 464 15937 29160 0.55 D 1514 2628 0.58 D 1045 NE 15 Ave N of NE 18 St 264 12200 13320 0.92 D 1159 1197 0.97 D 264 13899 13320 1.04 E 1320 1197 1.10 F 1105 NE 16 Ave N of Oakland Pk Blvd 264 4300 13320 0.32 C 409 1197 0.34 C 264 6188 13320 0.46 C 588 1197 0.49 C 867 Cypress Rd /18 Av N of Floranada Rd 264 13500 13320 1.01 E 1283 1197 1.07 F 264 17137 13320 1.29 F 1628 1197 1.36 F 869 Cypress Rd /18 Av N of Commercial Blvd 464 13500 29160 0.46 D 1283 2628 0.49 D 464 23502 29160 0.81 D 2233 2628 0.85 D 871 Cypress Rd /18 Av N of NE 62 St 464 17000 29160 0.58 D 1615 2628 0.61 D 464 30377 29160 1.04 E 2886 2628 1.10 F 873 NE 5 Ave / 1 St / 2 Ave N of Atlantic Blvd 264 3300 13320 0.25 C 314 1197 0.26 C 264 5779 13320 0.43 C 549 1197 0.46 C 875 NE 11 Ave N of Atlantic Blvd 264 4700 13320 0.35 C 447 1197 0.37 C 264 6197 13320 0.47 C 589 1197 0.49 C 1107 SW 3 Ave (Deerfield Bch)N of SW 10 St 464 5800 29160 0.20 C 551 2628 0.21 C 464 10108 29160 0.35 C 960 2628 0.36 C 1167 SE 2 Ave (Deerfield Bch)N of SE 10 St 264 5100 13320 0.38 C 485 1197 0.40 C 264 9382 13320 0.70 D 891 1197 0.74 D Broward County Broward County Roadway Capacity and Level of ServiceRoadway Analysis Capacity and Level of Service Analysis

APPENDIX C: North / South Roadways Capacity and Level of Service Analysis 2013 & 2035

2013 2013 2035 2035 Design Daily Conditions Peak Hour Conditions Design Daily Conditions Peak Hour Conditions ID N/SRoadway Segment Code AADT Capacity V/C LOS Volume Capacity V/C LOS Code Volume Capacity V/C LOS Volume Capacity V/C LOS 877 US 1 N of Dade C L 632 51000 50000 1.02 F 4845 4500 1.08 F 632 74665 50000 1.49 F 7093 4500 1.58 F 879 US 1 N of Hndle Bch Blvd 432 34000 32400 1.05 F 3230 2920 1.11 F 432 46422 32400 1.43 F 4410 2920 1.51 F 881 US 1 N of Pembroke Rd 432 27583 32400 0.85 D 2620 2920 0.90 D 432 41065 32400 1.27 F 3901 2920 1.34 F 883 US 1 N of Hollywood Blvd 432 27500 32400 0.85 D 2613 2920 0.89 D 432 41981 32400 1.30 F 3988 2920 1.37 F 885 US 1 N of Sheridan St 432 28000 32400 0.86 D 2660 2920 0.91 D 432 47361 32400 1.46 F 4499 2920 1.54 F 887 US 1 N of Stirling Rd 432 37500 32400 1.16 F 3563 2920 1.22 F 432 46288 32400 1.43 F 4397 2920 1.51 F 889 US 1 N of Griffin Rd 622 53500 59900 0.89 C 5083 5390 0.94 C 622 61045 59900 1.02 F 5799 5390 1.08 F 891 US 1 N of I-595 622 64000 59900 1.07 F 6080 5390 1.13 F 622 72246 59900 1.21 F 6863 5390 1.27 F 893 US 1 N of SR 84 622 60000 59900 1.00 F 5700 5390 1.06 F 622 66344 59900 1.11 F 6303 5390 1.17 F 895 US 1 N of Davie Blvd 622 47000 59900 0.78 C 4465 5390 0.83 C 622 58886 59900 0.98 D 5594 5390 1.04 F 897 US 1 N of SE 7 St-CBD 632 45000 50000 0.90 D 4275 4500 0.95 D 632 60033 50000 1.20 F 5703 4500 1.27 F 899 US 1 N of Broward Blvd-CBD 632 40600 50000 0.81 D 3857 4500 0.86 D 632 48345 50000 0.97 D 4593 4500 1.02 F 901 US 1 N of NE 6 St 632 40000 50000 0.80 D 3800 4500 0.84 D 632 44109 50000 0.88 D 4190 4500 0.93 D 903 US 1 E of Searstown (see 536) 632 56000 50000 1.12 F 5320 4500 1.18 F 632 65574 50000 1.31 F 6230 4500 1.38 F 905 US 1 N of Gateway 622 42500 59900 0.71 C 4038 5390 0.75 C 622 56238 59900 0.94 C 5343 5390 0.99 D 907 US 1 N of Oakland Pk Blvd 622 49500 59900 0.83 C 4703 5390 0.87 C 622 55826 59900 0.93 C 5303 5390 0.98 D 909 US 1 N of Commercial Blvd 622 44500 59900 0.74 C 4228 5390 0.78 C 622 47710 59900 0.80 C 4532 5390 0.84 C 911 US 1 N of NE 62 St 622 43000 59900 0.72 C 4085 5390 0.76 C 622 55350 59900 0.92 C 5258 5390 0.98 D 913 US 1 N of McNab Rd 622 40000 59900 0.67 C 3800 5390 0.70 C 622 56433 59900 0.94 C 5361 5390 0.99 D 915 US 1 N of Atlantic Blvd 622 37500 59900 0.63 C 3563 5390 0.66 C 622 47432 59900 0.79 C 4506 5390 0.84 C 917 US 1 N of NE 10 St 622 44000 59900 0.73 C 4180 5390 0.78 C 622 55850 59900 0.93 C 5306 5390 0.98 D 919 US 1 N of Copans Rd 622 50500 59900 0.84 C 4798 5390 0.89 C 622 43846 59900 0.73 C 4165 5390 0.77 C 921 US 1 N of Sample Rd 622 43500 59900 0.73 C 4133 5390 0.77 C 622 46572 59900 0.78 C 4424 5390 0.82 C 923 US 1 N of SW 10 St 622 34500 59900 0.58 C 3278 5390 0.61 C 622 52207 59900 0.87 C 4960 5390 0.92 C 925 US 1 N of Hillsboro Blvd 622 26500 59900 0.44 C 2518 5390 0.47 C 622 29725 59900 0.50 C 2824 5390 0.52 C 927 Miami Rd N of Eller Dr 464 3000 e 29160 0.10 C 285 2628 0.11 C 464 3345 29160 0.11 C 318 2628 0.12 C 929 Miami Rd N of SR 84 264 4000 13320 0.30 C 380 1197 0.32 C 264 4902 13320 0.37 C 466 1197 0.39 C 1111 Miami Rd N of SE 17 St 264 1700 13320 0.13 C 162 1197 0.13 C 264 1751 13320 0.13 C 166 1197 0.14 C 933 Victoria Pk Rd N of Broward Blvd 264 5700 13320 0.43 C 542 1197 0.45 C 264 6666 13320 0.50 D 633 1197 0.53 D 935 NE 20 Ave/7 St E of Victoria Pk Rd 264 5400 13320 0.41 C 513 1197 0.43 C 264 7489 13320 0.56 D 711 1197 0.59 D 937 NE/S 14 Ave N of Hndle Bch Blvd 264 8400 13320 0.63 D 798 1197 0.67 D 264 8226 13320 0.62 D 781 1197 0.65 D 939 N 14 Ave N of Hollywood Blvd 264 600 13320 0.04 C 57 1197 0.05 C 264 3609 13320 0.27 C 343 1197 0.29 C 1113 SE 5 Ave N of Sheridan St 264 10000 13320 0.75 D 950 1197 0.79 D 264 14316 13320 1.07 F 1360 1197 1.14 F 941 Diplomat Pkwy N of Hndle Bch Blvd 264 3100 13320 0.23 C 295 1197 0.25 C 264 4194 13320 0.31 C 398 1197 0.33 C 947 Eisenhower Blvd N of Eller Dr 464 4300 29160 0.15 C 409 2628 0.16 C 464 10708 29160 0.37 C 1017 2628 0.39 C 999 Eisenhower Blvd N of Spangler Rd 464 2300 29160 0.08 C 219 2628 0.08 C 464 25030 29160 0.86 D 2378 2628 0.90 D 949 Bayview Dr N of Sunrise Blvd 264 10000 13320 0.75 D 950 1197 0.79 D 264 14731 13320 1.11 F 1399 1197 1.17 F 951 Bayview Dr N of Oakland Pk Blvd 264 10000 13320 0.75 D 950 1197 0.79 D 264 13490 13320 1.01 E 1282 1197 1.07 F 953 Bayview Dr N of Commercial Blvd 264 8600 13320 0.65 D 817 1197 0.68 D 264 8776 13320 0.66 D 834 1197 0.70 D 955 NE 26 Ave / NE 10 St N of Atlantic Blvd 264 4700 13320 0.35 C 447 1197 0.37 C 264 4473 13320 0.34 C 425 1197 0.35 C 957 NE 23 Ave N of Copans Rd 264 5100 e 13320 0.38 C 485 1197 0.40 C 264 7684 13320 0.58 D 730 1197 0.61 D 959 NE 22/23 Ave N of Sample Rd 264 4300 13320 0.32 C 409 1197 0.34 C 264 11034 13320 0.83 D 1048 1197 0.87 D 961 SE 12 Ave N of NE 49 St 264 7700 13320 0.58 D 732 1197 0.61 D 264 6352 13320 0.48 C 603 1197 0.50 D 965 SR A1A N of Dade C L 632 26500 50000 0.53 D 2518 4500 0.56 D 632 37458 50000 0.75 D 3559 4500 0.79 D 967 SR A1A N of Hndle Bch Blvd 632 34500 50000 0.69 D 3278 4500 0.73 D 632 40575 50000 0.81 D 3855 4500 0.86 D 969 SR A1A N of Hollywood Blvd 432 24500 32400 0.76 D 2328 2920 0.80 D 432 31076 32400 0.96 D 2952 2920 1.01 E 971 SR A1A N of Sheridan St 222 10300 17700 0.58 C 979 1600 0.61 C 222 13110 17700 0.74 C 1245 1600 0.78 C 973 SR A1A N of SE 17 St 432 31500 32400 0.97 D 2993 2920 1.02 E 432 36409 32400 1.12 F 3459 2920 1.18 F Broward County Broward County Roadway Capacity and Level of ServiceRoadway Analysis Capacity and Level of Service Analysis

APPENDIX B: East / West Roadways Capacity and Level of Service Analysis 2013 & 2035 2013 2013 2035 2035 Design Daily Conditions Peak Hour Conditions Daily Conditions Peak Hour Conditions ID E/W Roadway Segment Code AADT Capacity V/C LOS Volume Capacity V/C LOS Code Volume Capacity V/C LOS Volume Capacity V/C LOS 1118 Honey Hill Rd E of SW 148 Ave N/A N/A N/A N/A N/A N/A N/A N/A N/A 474 17131 35820 0.48 C 1627 3222 0.50 C 1120 Honey Hill Rd E of Flamingo Rd 264 10500 13320 0.79 D 998 1197 0.83 D 264 15839 13320 1.19 F 1505 1197 1.26 F 2 Bass Crk Rd E of SW 184 Ave N/A N/A N/A N/A N/A N/A N/A N/A N/A 464 1803 29160 0.06 C 171 2628 0.06 C 1152 Bass Crk Rd E of SW 172 Ave 264 7200 13320 0.54 D 684 1197 0.57 D 464 3234 29160 0.11 C 307 2628 0.12 C 4 Bass Crk Rd E of Dykes Rd 264 5700 13320 0.43 C 542 1197 0.45 C 464 10696 29160 0.37 C 1016 2628 0.39 C 6 County Line Rd E of University Dr 422 25700 37810 r 0.68 C 2442 3401 r 0.72 C 422 25762 37810 r 0.68 C 2447 3401 r 0.72 C 8 County Line Rd E of FTPK 422 32000 37810 r 0.85 C 3040 3401 r 0.89 C 422 23326 37810 r 0.62 C 2216 3401 r 0.65 C 10 County Line Rd E of SR 7 264 16000 13320 1.20 F 1520 1197 1.27 F 264 15966 13320 1.20 F 1517 1197 1.27 F 1046 County Line Rd E of SW 48 Ave 464 7600 29160 0.26 C 722 2628 0.27 C 464 13793 29160 0.47 D 1310 2628 0.50 D 12 County Line Rd E of SW 40 Ave 264 7600 13320 0.57 D 722 1197 0.60 D 264 10019 13320 0.75 D 952 1197 0.79 D 1124 SW 11 St E of I-95 264 800 13320 0.06 C 76 1197 0.06 C 264 3331 13320 0.25 C 316 1197 0.26 C 14 Miramar Pkwy E of SW 196 Ave 474 3400 35820 0.09 C 323 3222 0.10 C 474 7006 35820 0.20 C 666 3222 0.21 C 18 Miramar Pkwy E of SW 184 Ave 422 18000 37810 r 0.48 C 1710 3401 r 0.50 C 422 36737 37810 r 0.97 D 3490 3401 r 1.03 F 20 Miramar Pkwy E of SW 172 Ave 622 44000 56905 r 0.77 C 4180 5121 r 0.82 C 622 44652 56905 r 0.78 C 4242 5121 r 0.83 C 22 Miramar Pkwy E of SW 160 Ave 622 65000 56905 r 1.14 F 6175 5121 r 1.21 F 622 41440 56905 r 0.73 C 3937 5121 r 0.77 C 24 Miramar Pkwy E of I-75 622 83500 59900 1.39 F 7933 5390 1.47 F 622 55918 59900 0.93 C 5312 5390 0.99 D 26 Miramar Pkwy E of SW 148 Ave 622 50500 59900 0.84 C 4798 5390 0.89 C 622 51948 59900 0.87 C 4935 5390 0.92 C 28 Miramar Pkwy E of SW 136 Ave 622 50500 59900 0.84 C 4798 5390 0.89 C 622 50947 59900 0.85 C 4840 5390 0.90 C 30 Miramar Pkwy E of Flamingo Rd 622 32000 59900 0.53 C 3040 5390 0.56 C 622 56660 59900 0.95 C 5383 5390 1.00 D 32 Miramar Pkwy E of Red Rd 622 36000 59900 0.60 C 3420 5390 0.63 C 622 48488 59900 0.81 C 4606 5390 0.85 C 34 Miramar Pkwy E of Palm Ave 422 37500 39800 0.94 C 3563 3580 0.99 D 422 37880 39800 0.95 C 3599 3580 1.01 F 36 Miramar Pkwy E of Douglas Rd 422 34500 39800 0.87 C 3278 3580 0.92 C 422 43278 39800 1.09 F 4111 3580 1.15 F 38 Miramar Pkwy E of University Dr 422 29000 39800 0.73 C 2755 3580 0.77 C 422 43416 39800 1.09 F 4125 3580 1.15 F 40 Hndle Bch Blvd E of SR 7 422 25000 39800 0.63 C 2375 3580 0.66 C 422 49929 39800 1.25 F 4743 3580 1.32 F 42 Hndle Bch Blvd E of I-95 622 66053 59900 1.10 F 6275 5390 1.16 F 622 74948 59900 1.25 F 7120 5390 1.32 F 44 Hndle Bch Blvd E of US 1 622 39500 59900 0.66 C 3753 5390 0.70 C 622 48788 49300 0.99 D 4635 5390 0.86 C 46 Hndle Bch Blvd E of Diplomat Pkwy 622 35000 59900 0.58 C 3325 5390 0.62 C 622 38146 59900 0.64 C 3624 5390 0.67 C 1000 Monarch Lakes Blvd N of Miramar Pkwy 464 5300 29160 0.18 C 504 2628 0.19 C 464 17766 29160 0.61 D 1688 2628 0.64 D 1002 Miramar Blvd E of Flamingo Rd 264 5400 13320 0.41 C 513 1197 0.43 C 264 5482 13320 0.41 C 521 1197 0.43 C 1004 Miramar Blvd E of Red Rd 264 5400 13320 0.41 C 513 1197 0.43 C 264 4276 13320 0.32 C 406 1197 0.34 C 1006 Miramar Blvd E of Hiatus Rd 264 6000 13320 0.45 C 570 1197 0.48 C 464 16385 29160 0.56 D 1557 2628 0.59 D 50 Miramar Blvd E of Palm Ave 464 33000 29160 1.13 F 3135 2628 1.19 F 464 22869 29160 0.78 D 2173 2628 0.83 D 52 Miramar Blvd E of Douglas Rd 264 9000 13320 0.68 D 855 1197 0.71 D 264 11212 13320 0.84 D 1065 1197 0.89 D 56 Pembroke Rd E of US 27 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 58 Pembroke Rd E of SW 196 Ave N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 60 Pembroke Rd E of SW 184 Ave 264 7800 13320 0.59 D 741 1197 0.62 D 422 20444 37810 r 0.54 C 1942 3401 r 0.57 C 966 Pembroke Rd E of SW 172 Ave 264 8800 13320 0.66 D 836 1197 0.70 D 422 27370 37810 r 0.72 C 2600 3401 r 0.76 C 1154 Pembroke Rd E of SW 160 Ave N/A N/A N/A N/A N/A N/A N/A N/A N/A 422 34625 37810 r 0.92 C 3289 3401 r 0.97 D 968 Pembroke Rd E of SW 145 Ave 422 25500 37810 r 0.67 C 2423 3401 r 0.71 C 422 43149 37810 r 1.14 F 4099 3401 r 1.20 F 62 Pembroke Rd E of SW 136 Ave 422 25500 37810 r 0.67 C 2423 3401 r 0.71 C 422 43932 37810 r 1.16 F 4174 3401 r 1.23 F 64 Pembroke Rd E of Flamingo Rd 422 26500 39800 0.67 C 2518 3580 0.70 C 422 39550 39800 0.99 D 3757 3580 1.05 F 66 Pembroke Rd E of Hiatus Rd 422 32500 39800 0.82 C 3088 3580 0.86 C 422 31208 39800 0.78 C 2965 3580 0.83 C 68 Pembroke Rd E of Palm Ave 422 28500 39800 0.72 C 2708 3580 0.76 C 422 33142 39800 0.83 C 3148 3580 0.88 C 70 Pembroke Rd E of Douglas Rd 422 33000 39800 0.83 C 3135 3580 0.88 C 622 54407 59900 0.91 C 5169 5390 0.96 C 72 Pembroke Rd E of University Dr 622 40000 59900 0.67 C 3800 5390 0.70 C 622 51290 59900 0.86 C 4873 5390 0.90 C 74 Pembroke Rd E of SW 68 Ave 422 43500 39800 1.09 F 4133 3580 1.15 F 622 49235 59900 0.82 C 4677 5390 0.87 C 1050 Pembroke Rd E of SW 62 Ave 622 41500 59900 0.69 C 3943 5390 0.73 C 622 51220 59900 0.86 C 4866 5390 0.90 C 76 Pembroke Rd E of SR 7 622 40500 59900 0.68 C 3848 5390 0.71 C 622 55694 59900 0.93 C 5291 5390 0.98 D 78 Pembroke Rd E of I-95 432 37000 32400 1.14 F 3515 2920 1.20 F 432 49205 32400 1.52 F 4674 2920 1.60 F 80 NE 9 St E of US 1 264 9300 13320 0.70 D 884 1197 0.74 D 264 9957 13320 0.75 D 946 1197 0.79 D 1048 NE 9 St E of Atlantic Shores Blvd264 9300 13320 0.70 D 884 1197 0.74 D 264 9803 13320 0.74 D 931 1197 0.78 D Traffic Impact Analysis

APPENDIX D: SERPM MODEL OUTPUT

k:\wpb_tpto\1401\140193000 optima plaza north\tia\1-5-2016 tia resubmittal\2016-01-06 optima plaza north tia.doc Optima SERPM 6.5.4 2035

0 Trip Distribution

3 2

0 2 3

2 4 2 0

2 8 4

4 6

1 4

0 5

2 8 4 4 100 0 4 13 6 0 163 13 4 100 6 168 2 198 198 192 3 198 114 0 114 2 7 809 114 791 791 809 3 507 6 5 24 3 0 7

0 0 0

1 2 0 9

0 0

7 0 0 3 36 3 0 16 30 0

7 0

0 0

0 2019

8 2020 7

4 2

3 1

3823 825 825 4 0 1

9 9 0 9 8 0

1 1 0 0

8 403

6 0 9 3 6 3 371 47 359 2 1 0 0 1 1 0 3 6 1 9 9 2 0 0 6

0 42

0 0 42

6 4

24 3 4 42

3 6 8

1 0 1 8 2 71 29

0 17 1 7 7 0

9 1 3 7 0 0 6

0 9 0 0 0 0

0 0 6 0

3 3 4 2

2 12 0 0 2 5 6 9 8 9 7 0 0 1 0 521 792 0 28 7 9 1 0 0 5 271 12 2

5 0

9 9 0 6 0 5 7 9 2 1 0 2 0 0 2 7 22 0 (Licensed to Kimley-Horn and Associates, Inc.) Optima SERPM 6.5.4 2035

0 Trip Distribution

0 8

0 1

0 7

0 0

0 4 7 0 4 4 4 3 1 5 5 5 5 3 7 0 3 0 21 3 21 21 13 21 6 1 0

7 0

0 0 0

0 1 0 0

3 0 0

0 0 1 1 0 0 1 0

3 1

1 8 0

0 0

0 53

53 7 2

100 1 22 7 22 0 0 0

1 9 2 2

0 0 0 11

0 8 1 1 10 1 9 0 0 0 0 0

8 8 1 1 0 2

0 1

0 0 1

7 1 1 9 1

0 0 2 6

0 0 0 0 1 7 2 0 0 1 0 0 2 0 1 0 0

0 0 0 1

06 0 6 7 0 1 1

0 2 0 0 0 1 0 4 21 1 0 6 7 1 0 0 0 7 0 0 7 0

0 0 6 0 7 0 0 6 0 7 0 0 (Licensed to Kimley-Horn and Associates, Inc.) Traffic Impact Analysis

APPENDIX E: TURNING MOVEMENT COUNTS AND FDOT PEAK SEASON FACTORS

k:\wpb_tpto\1401\140193000 optima plaza north\tia\1-5-2016 tia resubmittal\2016-01-06 optima plaza north tia.doc Traf f ic Survey Specia.l-ist.s, Inc. SE 9TH STREET & S FEDERAL HIGHWAY 85 SE 4lh Avenue, Unit 109 Site Code : 00150215 HAL,I,ANDALE BEACH, FLORIDA nFlr^v RFA.h F'1^rida 33483 St.art Date: I0/28/15 COTNTED BY: A. GONZALEZ & A. pALOMINO Phone (561) 272-3255 FilE I.D. : 9STR_US1 SIGNALIZED Page : I ALL VEHICLES

I eF oru cTDFFT S FEDERAL HIGHI{AY I S FEDERAL HIGHWAY

From NorEh | ! rom hjas c From South | !rom west

I I UTurn Left Thru Right UTurn Left. Thru Right UTurn LefC Thru Righc I UTurn Left Thru Right DaEe 70/28/15

07100 3 L 222 3l 0 2 o 1l 0 0 203 0 0 1 0 2 438 07115 0 2 346 2l 0 2 2 Ll 0 0 184 4 0 0 2 547 07:30 1 2 344 3l o 5 0 0l 0 5 245 2l 0 0 0 2 s69

O7t45 0 3 495 2 | 0 3 0 0l 1 14 239 7l 0 2 1 2 169 4 Hr Total 8 r4O7 10 I o 72 2 2l 19 831 8l 2323

08:00 04552 0l o 7 1 3l a 26 27L 3l 0 2 0 3 472 08:15 o4538 2l o 4 0 0l a L7 332 6l 0 3 0 18 924 08:30 05612 6l 0801 2 5 338 0 9 4 23 r02L I I 08:45 0 5 622 3l 02 0 0l 2 6 397 4l 0 8 3 108s '16 Hr Tobal 0 19 2324 11 | 4 s4 1338 2r 22 3902 02r r 4l I l

- * BREAK *

16:00 0 4 429 5 0 390 8l 2 1.r 491 6l 022L9 1 018 0 432 3 0 '7 16:15 8 277 1 47559 5l 0324 1068 16:30 I 10 456 2 0 34 2 13 476 L0 l 5 9 | 0416 r029

?q 4 14 | L6t45 0 12 403 2l 0 6 13 472 r-r- | 0 3 0 4l 979

Hr Total 34 1720 135 13 I L7 44 1998 4094 39 31 | o12 s 33 |

17:00 0 36 0 4 09337 sl 3 13 I 6 13 453 9l 0 7 | 895 17:15 o L2 448 0 36 7]-2499s 0 6 2 4l 6 t2 l 13 | 10s6 17:30 0 8 393 2l 0 40 4 4l 4 10 48'7 I 0 5 2 31 970 r'7245 0 8 406 2 | 0 33 e 9l 51346311r 0 3 4 13 | 979

Hr Total 0 37 1584 13 | 145 22 381 16 48 1902 l3 | I8 36 I 3900

*TOTAL* 98 7 035 1C? l 46 1 83 16s 6069 t42t9 Trrffia crrrvArr q^a.ial icra Th. SE 9TH STREET & S FEDERAI, HIGHWAY 85 SE 4th Avenue, Unit 109 Site Code : 001-50215 HALLANDALE BEACH. FLORIDA ne l rev RFA.h Fl nri ri2 33483 start Date: I0/28/75 COITNTED BY: A. GONZALEZ & A. PALOMINO Phone (561) 272-3255 FilE I.D. : 9STR_US1

S IGNALI ZED Page : 2 ALL VEHICLES

I cF oru crDcFT S FEDERAL HIGHWAY I s FEDERAT, HrcHwAY

From North I rrom EasE. | !rom Soucn From West.

I I UTurn LefE. Thru Right I UTurn Left Thru Right. I UTurn Left Thru Right I UTurn Left Thru Right. '10Eaa DaEe 10/28/75 .- - Peak Hour Analysls By Entire Intersect.ion for the Period: 07:00 to 09:00 on 1,0/28/1,5 Peak sEarE 08:00 I og, oo I og,oo 08:00 2324 4 27 '7 76 volume 0 19 11 | 0 2r r 4 | 54 1338 0 22 1t 72+ Percent 0t l* 99* 0r I 0r 81r 41 15r | 0r 4t 94* 0t 2I* 7* 105 Pk toEal 2354 I 26 | r4r7 Oer+S HighesE 08:45 I 08:00 | 08:45 volume 0 6 622 3l o 7 1 31 2 08332 4oe 43 Hi lotal 531 I 11 | .93 .87 PHF I .se | S FEDERAL HIGHWAY

11 2,324 19 22

11 2 ,324 19 1 ,364

SE 9TH STREET -.-:'t::- 58 ALL VEHICL L 70 11 -l 22 22 t' 2I I 2I l"t- 105 | Intersection 'I Otal. 1,9 3 ' e02 +t I tl 2L '76 l-l___l 16 SE 9TH STREET JI ? o?o I vJv

L]-LL --] ' ,

a -46 2rll- s8 L I JJv 2 ,324 /b - 2 ,42I 58

S FEDERAL HIGHWAY aY.F€;- a,,rrral, cha-i:l ictsc Tn.

SE 9TH STREET & S FEDERAL HIGHWAY 85 SE 4th Avenue, Unit 109 Sit.e Code : 00150215 HALLANDALE BEACH, FLORIDA nel rav Beach. Fl ori da 33483 sLart DaEe: :0/28/L5 COTNTED BY: A. GONZALEZ & A. PAI,OMINO Phone (561) 272-3255 File I.D. : 9STR_US1 SIGNAI,I ZED Page : 3 ALL VEHICLES

I CF OTU

I I I UTurn Left Thru Right i UTurn Left Thru Right. I UTurn Left Thru Right. I UTurn Left Thru Right I ToEal DaEe LO/28/15 ------Peak Hour Analysis By Entire Int.erseceion for the Period: 16:00 t.o 18:OO on LO/28/I5 Peak sEarE 16:00 | 16:00 | 16:00 !6:00 volume | 34 L720 12 | 0 135 L3 39 | L7 44 1998 31 0 !2 5 33 PercenE 0t 2* 971 lc | 0t '12* 7\ 21t | 1t 2t 96t 1t 0t 24* 10? 66* Pk ror.al L76'7 I 187 | 20e0 50 HighesE 16:30 | te, +S I te , ts I6:00 volume 1 10 456 21 0 35 4 14 1 4 '7 559 5 022\9 Hi t.ot.at 469 | 53 I s7s 23 PHF .94 | .88 | .e1 .54 S FEDERAL HIGHWAY

L2 r ,720 35 I2

1,2 1- ,720 35 2 ,049 '1 'l Lt '7A1 I 'v' SE 9TH STREET 39 6L ALL VEHICL 13 B6 --l 13 L2 13

I L2 L2 135 lr 135 135 'lI I- 50 | Intersection 'IOtal- 35 4 0e4 '7r 5 ' 3l- 33 l____ltl

33 I SE 9TH STREET JtJrv 2 ,09 0 ------r 13511 . 61 L ,720 33

o-L

S FEDERAL HIGHW Tr:ffi. srrrl'al, sna.i^licts< Tn. SE 9TH STREET & S FEDERAL HIGHWAY 85 SE 4th Avenue, Unit 109 Site Code : 00150215 HALLANDALE BEACH, FLORIDA npl rav PFA.h Fl.ri da 33483 Start. Dat.e: l0/28/1-s COUNTED BY: A. GONZALEZ & A. PALOMINO Phone (551) 272-3255 File I.D. : 9STR_USl SIGNALIZED Page : 1 PEDESTRIANS & BIKES

I cF ofu QTDFFT I cF ofu CTDFFT S FEDERA], HIGHWAY I S FEDERAL HIGHWAY

From North I rrom Easr I rrom sourn From West tl Left BrKES Right Peds I Left BrKES Rlght Peds I Left BrKES Right. Peds LefL BIKES Riqht Peds '10taa DaEe Io/28/Is -----

07:00 0 1 0 ol 0000 o o 0 0l o 0 0 0 1 07:15 0 0 0 1l 0000 o o o ol o o o o 1 07:30 0 0 0 2l 0000 o o 0 0l 0 1 o o 3

O7t45 O O O 1 | o o o ol o o 0 0l 0 0 0 0l 1 Hilr'o caf u r 4l o o ol o o o 0l 1 0 0l

08;00 0 0 0 ol 0 0 0 0l o o o ol o 0 0 0l 0 08:15 0 0 0 0l 0 o o ol 0 0 0 0l o o o ol 0 08:30 0 0 0 0l 0 0 0 0l 0 0 0 0 0 0 0 0l 0

08:45 0 0 0 0 l 0 0 0 0l 0100 0 0 0 2l 3 Hr Total 0 ol 0 0 0 ol 1 0 0l 0 0 2l

* BREAK

16 r 00 0 0 0 0 0 o o ol 0 0 0 ol 0 0 0 0 0 l5:15 0 1 0 1 0 o o ol 0 1 0 0l 0 1 0 1 5 L6:30 0 0 0 0 0 o o ol 0 0 0 0l 0 0 0 0 0 L6:45 0 0 0 0l 0 0 0 0l 0 0 0 0i 0 0 0 0l 0 Hr Total 1l o 0 0l 1 o 0l 101

L7:00 0 0 0 ol 0 0 0 ol 0 0 0 ol 0 0 0 ol 0 L7:15 0 0 0 ol 0 0 0 1l 0 o 0 1l 0 o o 0l 2 L7:30 0 0 o 2l 0 0 0 ol 0 0 0 2l o o 0 ol

L7245 0 0 0 1 l 0 0 0 0l 0 1 0 0t 00011 3 HrTotal 0 0 0 3l 1l 103 o 0 1l

*TOTAL* 8l 1l 3l Tr:ffin qrrr\ra\r Cna.i^l ietse Tn. NE 215TH STREET & DIXIE HIGHWAY 85 SE 4th Avenue, Unit 109 Site Code : 00150215 HALLANDALE BEACH, FLORIDA nFl?^v P^a.h F'l6rida 33483 SEarE Date: I0/28/f5 COUNTED BY: ANGET, T,OPEZ Phone (561) 272-3255 FilE I.D. I COUNDIXI SIGNALI ZED Page : 1 ALL VEHICLES

DIXIE HIGHWAY INE ZrJln JTKEEI I DIXIE HIGHWAY INE 215TH STREET

From North | !rom Easr I t rom souE.n From West ll UTurn Left. Thru Right I UTurn Left. Thru Right I UTurn Left Thru Right UTurn Lefc Thru Righc Total n-tsa 1nl?e/1q ---

07:00 0 40 32 I 0590 000 15 0 0 38 2 | 14e 07:15 0 35 46 11 05230 000 L9 0 0 44 1 | 1ss 07:30 0 66 41 7 o 26 33 0 000 18 0 0 '73 3 I zet 1 A7 t45 O 76 67 ).4 I 0 3s 22 0 | 020 37 0 0 80 I s:+ cq I 235 e3s Hr Total- 0 218 186 40 | 0 7L 87 0l I

0 0 2 08r00 o 88 se 221 0s82r ol 0 3 0 65 | 103 42r '74 0 6 08:15 0 91 39 261 0 41 58 ol o 2 0 | 0 77 4r4 0 0 99 3 392 08:30 01034L201 o1723 ol 0 2 0 84 1

08:45 O 119 55 10 | o 16 r7 0 | 01074 1 0 0 97 1 390

Hr Tot.al O 401 L94 78 | o r32 119 ol o 8 o 2971 376 L2 | 1617

16:00 0 45 48 16 0 26 61 0 0 7 0 65 0 0 41 3 3L2 16:15 0 ss 39 t7 o 32 76 0 0 7 0 7t- 0 o42 2 341 16:30 0533613 o 26 59 0 0 3 0 50 0 052 2 294 15:45 0 s2 34 131 O 20 83 0l 0 s 0 661 0 0 35 2l 311 Hr Total O 205 r57 59 | 0 104 279 ol o 22 o 2s2l o 1,7r e I 12s8

17:00 0 40 53 161 o 23 73 oi 0 11 0 s2) 0 0473 318 17:15 o 42 s2 161 0 32 85 ol 07 0 76 0 0493 362 17:30 o 63 64 181 0 29 89 0l 0 11 0 79 0 0 39 1 393

1't:45 O 58 62 21 | o279701 06 0 69 I 0 0 55 2

Hr ToLal O 2O3 23L 71 | 0 111 344 0l 0 35 0 276 01909 1,47 0

*TOTAL* 2a9 | to27 418 829 0 914 37 | 5280 Tr:ffia qrrrrrav q^a.i.liatsa Tn. NE 215TH STREET & DIXIE HIGHWAY 85 SE 4th Avenue, Unit 109 Sit.e Code : 00150215 HALI,ANDALE BEACH, FLORIDA ntrl r:v Ftoa.h Fl dri.la 33483 St.art DaLer IO/28/15 COI,NTED BY: ANGEL LOPEZ Phone (561) 272-3255 File I.D. : COUNDIXI SIGNALI ZED Page : 2 ALL VEHICLES

tvF^.-hrr^hhnn6 I lrF t 1 qru cTDFFT DIXIE HIGHWAY II\E ZIfIN JfKEEI I DIXIE HIGHWAY

From North I rrom Easc from 50ucn | ! rom wesr

I I l UTurn Left. Thru Right I uTurn Left Thru Right I UTurn LefE Thru Right I uTurn Left. Thru Right I ToEal DaEe LO/28/15 ----- Peak Hour Analysi-s By Entire IntersecEion for the Period: 07:00 to 09:00 on f0/28/L5 Peak srar! 08:00 i 08 :00 I 08:00 08:00 volume 0 401 194 78 | O r.32 119 0l 0 8 o 297 0037612 Percent 0t 60t 29* 12t | 0* 53t 47* 0r i 0* 3* 0r e7\ 0g 0* 9't* 3t Pk total. 673 | 251 | 3os 388 Highesr 08 :45 Oe ls 08:30 08:00 | ' | Volume 0 119 55 10 | 0 41 58 ol o 2 o 84 001032 Hi total 184 I ee | 86 105 PHF .91 | .63 | .8e .92 DIXIE HIGHWAY

78 L94 401 n

78 L94 40L

DTXIE HIGHWAY Traffic Survey Speclalists, Inc NE 215TH STREET & DIXIE HIGHWAY 85 SE 4Eh Avenue, Unit. 109 site code : 00150215 IALI,ANDALE BEACH, FLORIDA nplrrw PFA.h Fl.rida 33483 Start DaEe: L0/28/L5 COUNTED BY: ANGEL LOPEZ Phone (551) 272-3255 File LD. : COUNDIXI SIENALIZED Page : 3 ALL VEHICLES

I \tF 1

I i t-l:furn Left Thru Right I UTurn Left Thru Rj.ght. I UTurn Left. Thru Right UTurn Left Thru Right '[otal DaEe r0/28/r5 - Peak Hour Analysis By Entire InEersecEion for Lhe Period: 16:00 to 18:00 on L0/28/I5 Peak sEarE 17:00 | 17,00 17:00 17:00 Volume 0 203 23]- 7! 101113440 0 35 0 276 0 0 190 9 Percent 0t 40t 46* 14* i ot 24* 76t ot 08 llt 0r 89r 0g 0t 95t 5t Pk Eotal 505 | 4ss 311 199 Highest I'l :3Q I 1z:45 L?:30 'J,7 :45 Volume 0 63 64 18 lo2'79'70 0 11 0 79 0 Hi hotal 145 I L24 90 57 PHF .87 | .e2 .85 .87 DIXIE HIGHWAY

77 z3L 203 0 n

7I 23r 203 'l ful 5Os T O NE 215TH STREET l0 35 . ALL VEHTCLES | 344 450 11344 7L | | 4ss 344 rrr_tl I ' ' | 111 | ,ne 1,124 | r-rr 'lt_I 190 II 190 L99 | Intersection Total | 203 , I r,470 | - 669 r90 | | | 276 ttlr______l| | | I I uB 215TH sTREET 662 ?11 ,I 11 ,ll . 35 01. 27 23 1ll ,ll 35 "tl;tl 35

DIXTE HIGHWAY TrrFfi- el111161, q^o.i:l icie Tn.

NE 215TH STREET & DIXIE HIGHWAY 85 SE 4th Avenue, Unit 109 Site Code r 00150215 }IALI,ANDALE BEACH, FLORIDA nelraw Rea.h F1^rida 33483 starL Date: l0/28/15 COITNTED BY: ANGEL LOPEZ Phone (561) 272-3255 File I.D. : COIINDIXI SIGNALIZED Page : I PEDESTRIANS & BIKES

DIXIE HIGHWAY INE 215TH STREET IDIXIE HIGHWAY INE 215TH STREET I Fr^m q^t,fh From North I r rom Easr I From west

I I I Left BrKES Rj.ght peds I Left BrKEs Right Peds I Left. BrKEs Right Peds I Lett BrKEs Right Peds I Tot.al DaEe r0/2A/r5 .

O7:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 I 07:15 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 07:30 0 0 0 2 0 0 0 0 0 1 0 0 0 0 0 0 3 :45 0 0 0 2 Hr Total 0 4l ol ol 0 0 l

08:00 0 0 0 ol 0 0 0 ol o o 0 oJ o o o ol 0 08:15 0 0 0 1l 0 0 o 0l 0 0 0 o 0 1 0 0l 2 08:30 0 0 0 ol 0 2 o ol o o o 1l o 1 o 1l 5

O8:45 O O 0 1 I 0 1 0 0l 0000 0 0 0 0l 2 Hr Total 0 2l 0l 1l 1l

--- * BREAK *

15:00 0 0 0 1l 0 0 0 0 o 2 o 0l 0 0 0 ol 3 15:15 0 1 0 1l 0 1 0 0 o o o ol o o o ol 3 15:30 0 0 0 1l 0 0 0 0 o o o ol o o o 1l 2

15:45 o O O 0 | 0 1 0 0 | O 0 0 0 | 0 0 0 0 1 1 Hr Total 0 3l ol o 2 o ol o o o 1l

17:00 01 0 ol 0 0 0 ol 0 0 0 ol 0 0 0 0 I 17: l-5 01 0 ol 0 0 0 ol 0 0 0 0 0 0 0 1l 17r30 00 0 ol 0 0 0 0l 0 0 0 0l 0 0 0 ol 0 l7 245 00 0 1l 0 0 0 0l 0 o 0 0l 0 0 o 0l L Hilro ta r 1i 0l ol 1l

*TOTALT 10 I 0l 1l 6l 30 arrFFi- e,,rrra1, cna-i:l iatsc Tn.

NE 215TH STREET & SE 1ST AVENUE 85 SE 4t.h Avenue, Unit 109 Site Code : 00150215 ITALI,ANDALE BEACH, FLORIDA nFlrAr/ Pa^.h I'lnridS 33483 Start Date: 1.0/28/L5 COUNTED BY: ADAM ,IOHNSON Phone (561) 272-3255 File I.D. : 215S_1AV

S IGNALl ZED Page : 1 ALL VEHICLES

SE 1ST AVENUE INE 215TH STREET I sE 1ST AVENUE INE 215TH STREET I c^rrtsh From NorEh I rrom Easc trr^m From West

l UTurn Left Thru Right UTurn Left Thru Right I UTurn Left Thru RighE I UTurn Left Thru Right I Total Dat.e 10/28l15 --

07:00 0 0 15 0 0 0 ol o e e 0 0 23 o 70 117 07:15 0 0 2L0 0 0 0 0l 0 18 12 0 0 28 0 71 141 07:30 0 0 0 0 0 ol 0 35 20 0 0 37 0 120 237 o?t45 0 o 2 23 I O O O Ol O 34 18 0l 0 47 0 149 | 273 135 758 Hr Total 0 ? 61 I ol 09659 ol 0 410 |

0 0 0 0 08:00 0 0 10 50 | ol 39 22 ol 0 85 0 15el 375 0 0 0 0 0 47 36 0 91 r-s8 390 08:1,5 0 r-5 42 1 ol ol 0 I 08:30 0 0 12 141 0 0 0 ol 0 27 18 ol 0 87 0 1961 354

08:45 0 O 7 f6 | 0 0 0 0l 0 20 22 0l 0?802131 3s5 Hr Tot.al 0 0 4s r22l ol 133 98 ol 0 341 0 736 I 1475

- - * BREAK

0 73 80 296 16:00 o o 26 1 o o o ol 06354 ol 0 0 4'7 16:15 0 0 1 30 | o o o ol 0 84 ol 0 90 o 79 331 73 85 297 16:30 o o s 22 1 o 0 o ol 06844 ol o 0

16:45 0 0 4 261 0 0 0 0l 0 82 7r 0 | 095062 341 0 276 332 L265 Hr Total 0 10 104 | 0 0 0l 0 297 ol 0 0 306 |

17:00 0 0 2 33 | 0 0 0 ol 0 67 89 ol 0 84 0 60 335

17115 0 0 2 3s I o o o ol 0 85 56 0l 0 10? 0 65 I 350 0 17:30 0 3 40 | o o o ol 0 80 63 ol 0 r07 0 71 l 364 -150 17t41 O O 1 i7 | o o o ol o R? so o I o 110 0 6q I Hr ToLal 0 I 14sl 0 0 0l 0 315 254 ol 0 408 o 265 1399

*TOTAL* ol 841 631 ol 12\6 r7r7 1 4907 q,lYrra\/ qha^iAl r rr:f f i n uur v s, uPuers ^Fd NE 215TH STREET & SE 1ST AVENUE 85 SE 4th Avenue, Unit 109 slte code : 00150215 T{ALLANDALE BEACH, FLORIDA DFlr^v RFaeh. Florida 33483 starE Date: r0/28/15 COTNTED BY: ADAM .IOHNSON Phone (551) 272-3255 File I.D. : 215S_1AV SIGNALI ZED Page : 2 ALL VEHICLES

215TH STREET SE 1ST AVENUE INE 215TH STREET I sE 1s" AVENUE INE tlest. From North I From East | !rom souEn l From

I I I UTurn Lefr Thru Right I UTurn Left Thru Right , UTurn Left Thru Right UTurn LefC Thru Rj.ght ToLal Date I0l28l15 --- peak Hour Analysfs By Enti.re InLersection for the Period: 07:00 to 09:00 on 10/28/f5 Peak start 08r00 08:00 I osroo 08:00 Volume 0 0 45 722 00 o ol o 133 e8 o 0 341 Percent 0t 0t 27$ 73\ 0t 0t ot 0t I 0* s8t 42+ 0t 0t 32* 0t 68t Pk EoCal ].67 0 1 23L L07 7 Highest 08:00 0?:00 | 08:1s 08:45 volume001050 0000 104736 0 78 Hi. toral 60 0 | 83 29r PHF .7O .0 | .70 .93 SE 1ST AVENUE

122 45 34L 98 0

722 45 439 'l l_o / 505 NE 215TH STREET r33 ALL VEHICLES | 0 255 LZZ 34L 341 l 1_ ,332 0L

1 ,077 fnLersectlon Total 0 1 41q -t -'r 0 0 0 736 736 NE 215TH STREET r,0r2 23L -.------. 133 98 45 736

781 133 98

SE 15 AVENUE Traffic Survey Specialists, Inc NE 215TH STREET & SE 1ST AVENUE 85 SE 4th Avenue, Unit. 109 Site Code : 00150215 HAIJI'ANDALE BEACH, FLORIDA Delray Beach, Florida 33483 start DaEe: 10/28/L5 COTNTED BY: ADAM JOHNSON Phone (561) 272-3255 File I.D. : 215S_1AV SIGNALI ZED Page : 3 ALL VEHICLES

SE 1ST AVENUE INE 21sTH STREET I sE lsT AVENUE INE 215TH STREET From North trr^m F>cf | !rom soucn I From west

I I I Lrlurn Left Thru Righr I uTurn Left. Thru Righr I uTurn Left Thru Right I uTurn Left Thru Right DaEe LO/28/15 - Peak Hour Analysi-s By EnEire InEersectj.on for the Period: 16:OO Eo 18:oo on Io/28/15 Peak 17r00 rz oo 1?: oo 17:00 sEart I ' | Volume 0 0 I 1451 0 o o 0 | 0 315 2s8 o 0 408 0 26s Percent ot 0t 5t 95t | 0t or ot ot I ot s5t 4sr o$ 0t 51t 0t 39& Pk total 153 lo | 573 673 HighesE 17:30 I 07: oo | 17,00 l7 :45 Volume 0 0 3 40 | 0 0 0 0 | 0 67 89 0 0 I10 Hi EoLal 43 lo | 1s6 179 PHF .89 | .o | .e2 .94 SE 1ST AVENUE

L45 408 258 0 L45 666

'l I5J 81e NE 215TH STREET I o 31s ALL VEHTCLES 0 460 --_l L45 rl 408 ll:' 4n.tr lr rl t,133 0 0 'rr-I L 673 ir'ttersection Total 0 | I L'3ee o | | I n 265 tlll t- 265 I NE 21sTH STREET 846

tl 0ll . 31s 258 zorll^-9tl ------tl 27311 31s 258 tl tl SE 1ST AVENUE Traffic Survey Specialists, Inc. NE 215TH STREET & SE 1ST AVENUE 85 SE 4th Avenue, Unit 109 slte code : 00150215 HALLANDALE BEACH, FLORIDA nclrav Fteach. Florida 33483 Start. Dat.e: l0/28/15 COUNTED BY: ADAM JOHNSON Phone (561) 272-3255 Flle I.D. : 215S_LAV SIGNALIZED Page : 1 PEDESTRIANS & BIKES

SE 1ST AVENUE INE 215TH STREET I SE 1ST AVENUE INE 215TH STREET From North I rrom Easr l ! rom 5ouE.n I trom west lll Left BrKEs Right. peds I l,eft BrKEs Right peds I Lefc BrKEs Rlght. Peds I Left BrKEs Right Peds TotaI DaEe r)/28/r5 -

07:00 0 0 0 0 0 0 0 0 0000 00 0 0 0 07:15 0 0 0 1 0 0 0 0 0000 00 0 0 I 07130 0 L 0 2 0 0 0 0 0000 00 0 0 3 o't:45 0 1 0 0 0 0 0 0t 0000 00 0 0l L Hr Total 0 3l 0l 0l ol

08;00 0 0 0 ol o o o ol o o o ol o o o ol 0 08:15 0 0 0 ol o o o ol o o o ol o o o ol 0 08:30 0 0 0 ol o o o ol o o o 1l o o 0 0l 1

08145 O O O 1 | 0 0 0 0l o o 0 0l 0 0 0 0l 1 Hr Tot.al 0 1l 0 0 0l o o o 1l o o ol

15:00 0 0 0 1 0000 o 0 0 0l o 0 0 ol 1 15:15 0 0 0 0 0000 o o o ol o o o ol 0 16:30 0 0 0 0 0000 o o o ol o o o ol 0

16:45 O 0 0 0 | 0 0 0 0l 0 0 0 0l 0 0 0 0l 0 HrTotal 0 0 0 rl 0 0 ol o o 0 0l 0 0 0l

*TOTAL* cl ol 1l 0l Traffic survey specialists, Inc NE 213TH STREET & US1/BISCAYNE BOULEVARD 85 SE 4th Avenue, Unit 109 sit.e code : 00150215 }ALLANDALE BEACH, FLORIDA nplraw FIFA.h Fl6rida 33483 StarE Date: 10/28/1-5 COITNTED BY: C. PALOMINO & M. CRUZ Phone (561) 272-3255 File I.D. : 213S_US1 SIGNALIZED Page : 1 ALL VEHICLES

US I/BISCAYNE BLVD lt\E ztJtn JtKEEI lus l/BrscAYNE BLVD t----- From North I I,rom EasE. I from uoutn I From west tl UTurn Left. Thru Right I UTurn Left. Thru Rj.ght 1 UTurn Left. Thru Right UTurn Left. Thru Right 'rotat DaEe rO/28/75

07:00 020r940 0 45 0 4r I 0 0 169 22 0000 493 ql 07:15 1343070 0 26 0 I 0 0 160 26 0000 605 13 07:30 0 36 310 0 0 46 0 ro I 0 0 175 0000 638

07245 0 66 457 0 | 0 '7I 0 74 1 0 o r9'7 23 | 0 0 0 0l 888 188 701 2624 Hr Total 1 156 1268 ol 0 84 | o I

r 0 0 246 0 0 0 er-e 08 00 r 79 434 ol 052 0 83 | 24 1 ol 61 0 0 0 0 0 1047 08:15 2 87 456 ol 1 0 100 l 304 36 o | 0 0 0 0 0 7192 08:30 0 100 574 ol 0 s1 0 107 l 317 43 l o | o8:45 | 96 522 0l 0 45 0 126l 0 0 346 22 0 0 0 0 | 1158 1985 4316 Hr Total 4 362 0l 1, 209 0 4L5l I2T3 r2s I |

-.- T BREAK * .

16:00 0 76 419 0 0 56 0 96 0047742 0000 rb: tf 4774r50 0 50 0 89 1 0 553 31 0000 16:30 2A64230 062 o94 1 0 480 33 0000 1181

16:45 I 73 3'15 0 | 0 68 0 9sl 1 o 515 41 | o o o o I rreg

Hr Tot.al 3 3I2 ]-632 ol o 236 o 374 | 3 O 2O2s !47 | 0 0 0l 4732

0 1 0 0 0 17:00 0 71 347 ol 0 48 78 0 543 31 | 0 1119 17:15 406 0 50 0 80 0 0 497 0 0 0 1149 0 85 ol 31 | 0 I 1-7r30 0 89 388 0 50 0 75 1 0 569 0 0 0 ol 41 | o I t2r3

!7t45 0 91 392 0 | 0 43 0 88 0 0 488 36 | 0 0 0 0 | 1138 1533 191 5ZL 2097 4619 Hr Total 0 336 0l I r-3e I |

*TOTAL* 1166 6419 ol 824 1??7 | 6035 ol L6297 Tr>ffin q,,rvav q^..ial i ^F^ NE 213TH STREET & US1/BISCAYNE BOULEVARD 85 SE 4Lh Avenue, Unlt. 109 siLe code ; 00150215 HALI,ANDALE BEACH, FLORIDA nFlr^v RFe.h Florida 33483 sLart Date: 10/28/15 COIjNTED BY: C. PALOMINO & M. CRUZ Phone (561) 272-3255 File I.D. : 213S_US1 SIGNA],IZED Page : 2 AT,]. VEHICI,ES

US I/BISCAYNE BLVD I NE ZrJln DTKEEI lus 1/BrscAYNE BLVD t----- From North I from sourn | | rom wesf,

I I I Lrrurn Left Thru Right I LrTurn Left. Thru Right I UTurn Left Thru Right. I UTurn LefE Thru Right I Total Date 10/28l15 Peak Hour Analysis By Ent.ire fnEersect.ion for Ehe Period: 07r00 to 09r00 on IO/28/I5 Peak slart 08r00 I og, oo I oB, oo 08 r 00 volume 4 362 1986 0 l12oe o 416 | o 0 7273 125 00 00 Percent 0t l-5* 84t 0t I or 33r 0r 66r | 0r 0t 91* 9* 0t 0t 0t 0t .^. Pk EoEal 2352 | | 133s 0 Highest. 08:30 I 08:4s I oe:+s 07;00 VOIUMC U IUU 574 0 | 0 45 0 126l 0 0 346 22 00 Hi. total 674 | 171 | 368 0 PI{F .87 | -e2 | .e1 .0 US 1/BISCAYNE BLVD

21oll . 0l'r,2r31. 12 1 qq6 U L,273

US 7/BISCAYNE BL Traffic survey Special-tscs, Inc NE 213TH STREET & US]./BISCAYNE BOULEVARD 85 SE 4th Avenue, Uni! 109 Slte Code : 00150215 HAI.,LANDALE BEACH, FLORIDA nFlrav Rcaeh. Florida 33483 starE Dace; L0/28/15 COTNTED BY: C. PALOMINO & M' CRUZ Phone (561) 272-3255 Fi.1e I.D. : 213S_US1 SIGNALI ZED Page : 3 ALL VEHICLES

us r-IBISCAYNE BLID INE 213TH STREET lUS 1/BTSCAYNE BLVD t----- trr^m F:at From North I From South From West:

I I I U:furn Left. Thru Right I UTurn Lefr Thru RighE I UTurn Left. Thru Righc I UTurn Left Thru Right I Tot.a1 Date 10/28l15 ----- peak Hour Analysis By Entire InEersecti-on for the Peri-od: 15:00 to 18:00 on 1o/28/15 Peak sEarE 16:00 | 16:00 | 16: oo l-6:00 vorume 3 5 lz 1632 0l 0 236 0 3?41 3 0 2O2s r4'1 00 00 PercenL 0t 16t 84t 0* 0t 39t 0t 61* I 0t ot 93t 7\ 0* 0t 0t 0r Pk t.otal 1947 I 610 | 2L'7 5 0 16:30 re es 16,15 07:00 HighesE I ' | Volume 2 a6 423 ol o 68 o 95110ss331 00 Hi total 511 | 163 I

L,632 315 U 2 ,025 374 r,632 315 2 ,399

=tr'!o4.346 374 t 5 t+ I 3 -ftllrvciflr-\-!.trrDALL --1 VEHTCLES r- | 0 -l - - F; 236 r,olz 236 I , t 0 |I Intersection Tota1 315 | 4,'732 462 0 tl L47 NE 213TH STREET J-^^A?- 4 ,043

23611- 2 ,025 L,632 0

1, g6g 2 ,025

TTq 1 /RTq AYNE BLVD TY:ffi. uurc,rYrra\r v ul uPusrucha-iAl: --^ NE 213TH STREET & USI/BISCAYNE BOULEVARD 85 SE 4E.h Avenue, Unlt. 109 si.te code : 00150215 HALI,ANDALE BEACH, FLORIDA Delrarr Reanh Fl^rida 11483 Starc Date: I0/28/L5 COUNTED BY: C. PALOMINO & M. CRUZ Phone (561) 272-3255 File LD. :213S_US1 SIGNALI ZED Page : 1 PEDESTRIANS & BIKES

US 1/BISCAYNE BLVD INE 213TH STREET lus l/BrscAYNE BLVD t-----

From North I From East I From South I r rom wesr lll Lerr BIKES Rlght. peds I Lefr BIKES Rlghr Peds I LefL BIKES Right. Peds I Left BIKES RighL Peds ToEal

07:00 0 0 0 0 0 0 0 0 0 0 0 0 0 I 0 ol I 07:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ol 0 07:30 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 2l r4 0 1 0 2 6 Hr ToEal 0 1 1i o 3 0 1l 0 o o ol 0 4l 1.1

,7 08:00 0 0 0 ol o 2 o ol o o o 1l 0 3 0 1l 08:15 0 0 0 0l 0 o o ol o o 0 ol 0 1 0 1l o 0 0 0 7 08:30 0 0 0 1l o s 0 0l 0 0 ol r. I

08:45 0 1 0 0 l 0 0 0 1l 000 0l 0 2 0 11 5 Hr Total 0 1 1l rl 4l 2L

1-5:00 0 0 0 ol 0 0 ol o o o ol o o o ol 16:15 0 1 0 4l 0 0 0 2l o o o ol 0 0 0 0l 7 16:30 0 0 0 3l 0 1 0 1l 0 0 o 0l 0 0 0 0l 5 16:45 O 0 0 1l 0 3 1 3l 0 0 0 0l o202 12 Hr Totsal 0 1 el 6l o o o ol 0 2 0 2l

17:00 0 0 0 ol 0 0 0 ol 0 0 0 ol o 2 0 0i 2 17:15 0 0 0 0l 0 I I 2l 0 0 0 ol 0 0 0 1l 5 17:30 0 0 0 0 0 0 0 ol 0 0 0 ol o o 0 0l 0

I7t45 0 0 0 I i 0 1 1 4l o 0 0 0l 01011 Hr Tot.al 0 1l 6l ol 3 o 2l I6

*TOTALT 11 | 14 | I2 1l 12 1 Traffic Survey Specialists, Inc 00150215 NE 214TH TERRACE & SE 3RD AVENUE 85 SE 4Eh Avenue, Unit. 109 Site Code : TALI,ANDALE BEACH, FLORIDA nplr^v RPaeh Flnrida 33483 StarE Date: I0/29/15 :214T_3AV COT'NTED BY: MARISA CRUZ Phone (551) 272-3255 FiIe LD. NOT SIGNALIZED Page : 1 AL! VENILIED

SE 3RD AVENUE INE 214TH TERRACE t---- INE 214TH TERRACE wesE From NorEh I From EasE I From South I From

I I I UTurn Left Thru Right I UTurn Lefb Thru Rlght I UTurn Thru Right. I uTurn Left Thru Right 10t41 DaEe l0/29/L5 ----

07:00 0 0 0 0 0000 0000 0000 0 07:15 0 0 0 0 0000 0000 0020 2 0?:30 0 0 0 0 0000 0000 0010 1 07t45 Q O O O I O O O O I O O O 0 | o 0 1 0 I 1 HrToEal 0 0 0 ol 0 o 0 ol o 0 00004 0l 4

08:00 0 1 o 0l o 0 1 ol 0 0 0 0l 0 0 5 ol 7 08: l-5 O 2 0 0l 0 0 1 ol o o o 0l 0 1 3 ol 7 08:30 0 4 0 11 0 0 3 11 0 0 0 0l 0 0 I ol I7

0a:45 o 14 O O I O O O O I O O 0 0 | o 0 10 0 I 24 Hr Toral O 2L 0 rl 0 0 s 11 0 0l 0 126 ol >l

16:00 0 0 0 I 0 0 3 0l 0 0 0 0 0 3 1 0 d to: f ) 0 1 0 2 0 0 5 2l 0 0 0 0 0 1 0 0 11 16:30 0 1 0 0 0 0 5 6l 0 0 0 0 0 3 0 0 15 15:45 0 0 I 0 11 7 2 Hr Total 0 14 I 0L ol 45

1 3 18 1?:00 0 0 0 0 0 1 11 I 0 0 0 0l 1 ol 17:15 0 3 0 0l 0 0 2 el o 0 o ol 0 0 0 0l 1"4 0 1 42 17:30 0 0 00 0 0 11 30 | o 0 0 0l 0 ol

L7:45 O O 0 2 I 0 o 8 13 | 0 0 0 0l 03 0 01 26 HrTotal 0 3 0 3l o 22 631 0 0 0l 0l 100

TTOTAL* 1,2 8l ?8 | ol 36 0 204 Traffic Survey Specjalists, Inc. NE 214TH TERRACE & SE 3RD AVENUE 85 SE 4Eh Avenue, Unit 109 Site Code : 00150215 }IALLANDALE BEACH, FLORIDA npl raw RFe.h F l.ri da 33483 sEarE Date: I0/29/15 COUNTED BY: MARISA CRUZ Phone (s61) 272-3255 Fi.le I.D. : 214T_3AV NOT SIGNALIZED Page : 2 ALL VEHICLES

SE 3RD AVENUE INE 214TH TERRACE t----- INE 214TH TERRACE From NorEh I rrom Easr I From south From West: lll uTurn Letr Thru Rj-ghr I uTurn LefE Thru Right I uTurn Left Thru Right I uTurn LefE. Thru Right I Total DaEe r0/29/15 ----- Peak Hour Anatysls By Entire IntersecEion for the Period: 07:00 to 09:00 on Io/29/15 Peak starE 08:00 | 08: 00 I oBroo 08:00 volume o 2L 0 1l o 0 5 1l o 0 o o 0 r260 PercenE 0t 95$ o$ s*l 0r ot 83r 17t | 0t 0t 0t 0* 0$ 4t 96t 0t Pk total 22 l6 l0 27 Highest. 08 :45 I oB,3o i 07:00 08 :45 Volume 0 14 0 01 0 0 3 11 0 0 0 0 0 Hi- total 14 )4 l0 10 PI{F .39 I .38 I .o .68 SE 3RD AVENUE

2L t 0 1

NE 214TH TERRACE

5 I

zo 26

0 Traffic Survey specralists, Inc. NE 214TH TERRACE & SE 3RD AVENUE 85 SE 4th Avenue, Unit 109 si.Le code : 00150215 IIALLAI"DALE BEACH, FLORIDA DFIrav Reach. Florida 33483 SEart Date: I0/29/15 214T_3AV COUNTED BY: MARISA CRUZ Phone (551) 272-3255 File I.D. ; NOT SIGNALIZED Page : 3 ALL VEHICLES

214TH TERRACE SE 3RD AVENUE JNE 214TH TERRACE t----- INE I

From I From NorEh I From EasE I From souLh I west

I I I I llllurn Le f t Thru Rlght I UTurn Left Thru R i ohr I llTrrrn Lef f. Thru Right I uTurn Left Thru Right I ToEal DaEe 10/29/75 -----' Peak Hour Analysis By Entire fnLersection for Lhe Period: 16:00 to 18:00 on I0/29/75 17:00 Peak sEart 17:00 I 17:00 | 17:00 | I volume030310022 63 | o 0 0l 1 ol Percent 0t 50t 0t 508 | 0t 0$ 26* ?4r | 0r 0t 0t 0r | 11r 44* 44* 0rl

PkEoLal 6 | 8s lo le I oo 17r00 HighesE 1?:15 | 17:30 I 07: | I volume O 3 0 0l 0 0 11 30 | o o 0 0l 1 0l Hihotal 3 | 4). io ls Pr{F .50 I .s2 I .0 I .45 I SE 3RD AVENUE

68 6l 74 T NE 2I4TH TERRACE I" n v -t 'Al-rl-,ALL VEHTCLESv.crnl\-l-r-cJD I, zz^^ 25 . u 3 tlll8s22 lrrl - ll0 I 34 e2 | 0 'rr_I 9 rnrersecrion Toral llootTi| I ll lo r-lltl lo NE TERRACE I 0 2T4TH ------r0 --r - Tr:ffi a et,r\rav q^a^i al i ara Tn.

NE 214TH TERRACE & SE 3RD AVENUE 85 SE 4th Avenue, Unit 109 SiEe Code : 00150215 cF.-ts n:tsa. 1 n /29 /1q HALLANDALE BEACH, FLORIDA nFl rav Flce.h Fl ori da 33483 COTNTED BY: MARISA CRUZ Phone (561) 272-3255 Fi.le r.D. : 214T_3AV NOT SIGNALIZED Page : 1 PEDESTR]ANS & BIKES

SE 3RD AVENUE INE 214TH TERRACE l----- NE 21.4TH TERRACE From North From EasE I From SouLh I From West ll Left BIKES Rj-ght Peds LerE BrKES Right Peds I Left BrKES Right. Peds I Left BrKEs Rj-ght Peds Total DaEe 10/29/15 ----

07:00 0 0 0 0 l0o0o 0000 0 000 0 07:15 0 0 0 0 loo00 0000 0 000 0 07:30 0 0 0 0 loooo 0000 0 000 0 0 3 o7:45 O 0 o 3 | o o o o I o o o o I o 0 0l HrTotaI 0 0 0 3l o 0 0 0l o 0 o ol o 0 ol

* BREAK * ---

16:00 0 0 0 0 0000 0 000 0 o o 0l 0 16:15 0 0 0 1 0000 0 000 o o o ol I 15:30 0 0 0 1 0000 0 000 o o o ol 1

16145 0 0 o o I o o o 0 | 0 0 0 0l 0 0 0 0l 0 Hr Total 0 0 0 2 | o 0 0 0l 0 0 0l o o o ol

17:00 0 I 0 ol 0 0 0 ol 0 0 0 ol 0 0 0 ol 1 17:15 0 0 0 ol 0 0 0 ol 0 0 0 ol 0 0 0 ol 0 17:30 0 0 0 2l 0 0 0 ol 0 0 0 ol 0 0 0 0l

17:4\ O 0 0 1 | 0 0 0 0i 0 0 o 0l 0 0 0 0l t- Hr Total 0 3l ol ol 0l

*TOTAL* 8l ol ol ol Tr:ffia errrlrFlr qna-ialiqrq Tn.

OPTIMA OFFICE DRIVEWAY & US 1 524 Gardeni-a Terrace Study Name: OPTDWUS1 IIALLANDALE BEACH, FLORIDA Delray Beach, Florida 33444 site code : 00150215 COUNTED BY r ADAlvl ,JOHNSON Phone (561) 272-3255 sEart Date: 1A/29/15 DRIVEWAY VOLITV1ES ONLY Page : I TURNS ONLY us1 ]oPTIMA oFFIcE DRIVEWAY IUS 1 t----' From ! rom wesE. I From North 1 From East I South |

starE I I I I Time I UTurn Left. Thru RiqhEl Lrlfurn LefE Thru Rightl UTurn Left Thru Riqhtl UTurn Left Thru Riqhtl Total

L0/29/1,5 I I I 07:001 0 0 0 1l 0 0 0 ol 0 0 0 0l 00 0 0l 1 nl 0 r. 3 07:15 0 0 o 2l 0 0 0 0 0 0 0l 00 l 07:301 0 0 0 2l 0 0 0 ol 0000 00 0 ^l 2 o?:451 0 0 0 5l 0 0 0 0l 0000 00 0 0l 5 HOUr 0 101 0 0 0l 0 0 0l 0 11 11 I

I I I I I 0 0 0 Ud: UU I 0 0 o 81 0 o 0 ol 0 o o 0l 0l I uo: tl 0 0 0 0 ol 0 o 0 0 2l e I o 71 0 o o ol 0 0 0 o 0 0 o 10 08:30 | 0 0 0 1ol 0 ol o o ol | 08:451 0 0 o 131 O 0 0 0l 0 o o ol 0 0 0 3l 15 HOUr 0 ol 0l 0 >l 43 I 0 381

1 I I I I

0 0 0 ol o o o ol 0 o 0 0l 0 0 0 1l 1 rt o 0 0 2 lo: 1 0 0 0 ol o o o 0l 0 o 0i 02 16:30 o 0 0 8 J 0 0 0 ol o o o 0l 0 o 0l 08 o o o ol 0 o o 0l o o 0 o1 0 o o rl 3 Hour 0 0 0 14 J o o 0l 0l 0l 0 I I4

l I i I 0 o 0 41 0 0 0 ol 0 0 0 ol 0 0 0 7 | 11 t?.tql 0 0 0 21 0 0 0 ol 0 0 0 wl 0 0 0 71 9 I7. ?n l 0 0 0 41 0 o o ol 0 0 0 ol 0 0 0 L2l 16 L7:451 0 0 0 31 0 0 0 ol 0 0 0 01 0 0 0 r-31 15 Hour 0 0 0 13 1 o 0 0 ol 0 0 0 0l 0 3e l s2

l I I i Toral 0 0 611 0 0 0 ol 0 0 0 0 720 l o ^l 0 591 & Ahr 1oo. o I -l -l 1oo. o - I t Int. - 50.8 4e .71 l | 'l -l TraIfic Survey Specia]isLs, Inc NE 214TH TERRACE & OPTIMA GARAGE DRIVE 85 SE 4th Avenue, Unit 109 SiEe Code : 00150215 WAY, HALI,ANDALE BEACH, FLORIDA Delrav BPach. Florida 33483 St.art DaEe: l0/29/15 COUNTED BYI CRISTINA PALOMINO Phone (561) 272-3255 Fi.1e I.D. r 214T_DWY NOT SIGNALIZED Page : 1 ALL VEHIC],ES

OPTIMA GARAGE DRIVEWAY INE 214TH TERRACE t----- INE 2t4TH TERRACE

From North I From East. I From SouEh From West lll UTurn Lefr Thru Right I UTurn Left Thru Right. UTurn LefC Thru RighE I UTurn LefE Thru Right TotaL DaEe Io/29/I5 --

07100 0 0 0 0 0000 0000 0000 0 07:15 0 0 0 0 0000 0000 0110 07:30 0 0 0 0 0000 0000 0100 1

07:45 3 0 o o I o o o o I o o o o I o 1 o 0 | Hr ToEaI 3 ol 0l 0 0l ol 7

08100 0 0 0 ol 0 0 1 1l 0 0 o ol o 3 3 ol 8 08:15 0 0 0 ol 0 0 1 0l 0 0 o ol o 5 o oJ 08:30 0 0 o 1l 0 0 3 1l 0 0 o ol 0 I 4 0l ),7 o8:45 0 0 0 0 l 0 0 0 0l 0 0 o ol 0 21 3 0l 24

Hr Tot.al 0 1l 2l 0 0l 0 37 10 0 | 55

--- * BREAK

16:00 0 3 O 2 0010 000 ol 00 1 0 7 1.5:15 0 1 0 4 0030 000 ol 00 1 0 9 t5:30 A 2 0 11 0020 000 oi 00 L 0 I6

16:45 O O O I I 0 0 0 0l 000 0l 00 2 ol lo 6 Hr Total 0 0 25 1 o 6 ol ol 0l

rn I 17;00 00 0 -vl 0 02 ol o 0 0 0l 0 0 3 ol 15 r /: a5 00 0 ql 0 03 ol 0 0 0 0l 0 0 3 0 15 17:30 0l- 0 0 00 ol 0 o 0 0l o o 1 o 41

o0 0 18 | o 1l o o 0 ol 0000

Hr Tot.al 76 | 1l o o ol o 7 0l 93

*TOTALT to2 3l ol 0l L97 Traffic Survey SPeciallsts, lnc NE 214TH TERRACE & OPTIMA GARAGE DRIVE 85 SE 4Ch Avenue, UniL 109 srte uooe : uuf5uzl) WAY, TALI,ANDALE BEACH, FLORIDA nplrav RFa.h Florida 33483 SLart DaEe: r0/29/15 : 2I4T_DWY COT,NTED BY: CRISTINA PAI,OMINO Phone (561) 272-3255 File I.D. NOT SIGNAI,IZED Page : 2 ALL VEHICLES

OPTIMA GARAGE DR IVEWAY INE 214TH TERRACE t'-- INE 214TH TERRACE From North I From East I From souLh ] From l,lest

I I I UTurn LefE Thru Rlght I uTurn Left Thru Right. I uTurn Left Thru Right I uTurn LefE Thru Right ToLal DaEe 70/29/Ls ------peak Hour Analysis By Entire InEersection for the Period: 07r00 to 09:00 on 70/29/15 Peak sEart 08:00 | 08, oo 08:00 I o8: oo Volume 0 0 11 0 0 52 00 0 0l 0 37 10 0 Percent ot ot 0t 100* I 0g 0t 7rt 29* 0t 0t 0t 0& 0t 79* 2L* 0t Pk t.ota] 1 l7 0 147 Highest 08:30 | 08:30 07:00 I oe, as Volume 0 0 11 0 00 0 0l 0 2)- Hi total 1 l4 0 124 Fn! . z) | .44 .0 I .4e OPTIMA GARAGE DRIVEWAY

3'7 n 2

39 1 40lr2 NE 2L4TH TERRACE

NE 214TH TERRACE & OPTIMA GARAGE DRIVE 85 SE 4th Avenue, UniL 109 site code : 00150215 WAY, }IALLANDALE BEACH, FLORIDA nclrav Beach. Florida 33483 SEarL Date: I0/29/15 COUNTED BY: CRISTINA PALOMINO Phone (561) 272-3255 File I.D. : 2I-4T_DWY NOT SIGNAI,IZED Page : 3 ALL VEHICLES

OPT]MA GARAGE DRIVEWAY INE 214TH TERRACE l----- INE 214TH TERRACE wesc From NorEh I From East I From souEh | !rom

I I I uTurn Lefr Thru Right I uTurn Left Thru Right. I uTurn Left Thru Right I uTurn Left Thru Right '10tal DaEe a0/29/75 ----- peak Hour Analysis By Entire IntersecEion for the Period: 16:00 t.o 18:00 on I0/29/15 Peak sEarE 1?:00 | 17:00 17:00 | 17:00 Volume 0 1 0 76 | o 081 000 0l 0 0 '7 o Percenr ot 1& ot 99+ | 0t 0t 89t 1t g 0t 0t 0t 0r | 0t 0t 100t 0* Pk toLal 77 le 0 l7 Highest 17:30 I r7 t4s 07:00 | 12: oo Volume 0 1 o 39 | o o 3 0 0 0 0l 0 0 3 o Hi tota] 40 14 013 PHF .48 I ,to .0 .58 OPTIMA GARAGE DRIVEWAY

n n 1

t6 -alII 78 NE 214TH TERRACE t 0 - ALL vEHrcLEs 8 84 r--l 76 lle rl lrls11?L 'l 7-l Intersection Total 1 | I e3 8 L- 0 l---l NE 2I4TH TERRACE _J r__ o ______r 0 ------.n

n Traffic Survey specialists, Inc. NE 214TH TERRACE & OPTIMA GARAGE DRIVE 85 SE 4th Avenue, Unit 109 sice code : 00150215 WAY, HALI,ANDALE BEACH, FLORIDA nF l rev Rcaeh Fl ori.ia 33483 Start Date: L0/29/f5 DWI COIINTED BY: CRISTINA PALOMINO Phone (561) 272-3255 File I.D. : 214T NOT SIGNALIZED Page PEDESTRIANS & BIKES

OPTIMA GARAGE DRIVEWAY INE 214TH TERRACE t----- INE 214TH TERRACE wesr From North I From East | !rom uourn I l.rom

I I I Left BIKES Right peds I Left BIKES RighE Peds I LefE BIKES Right Peds ] Left BrKEs Rigtrt Peds I ToEal DaEe r0/29/75

07:00 o o 0 ol 0 0 0 0 0000 0000 0 07:15 o o o 0l 0 0 o 0 0000 0000 0 07:30 o 0 0 ol 0 o 0 0 0000 0000 0 O7245 o o o :tl o o o ol o o o ol o o 0 0l 3 Hr aotaf o 0 31 0 o 0 ol o o o 0l o 0 0 0l

16:00 0 0 0 0 0 0 0 ol 0000 00 0 ol 0 15:15 0 0 0 1 0 0 0 0l 0000 00 0 ol 1 16:30 0 0 0 1 0 0 0 ol 0000 00 0 ol 1

15:45 0 0 0 0 | 0 0 0 0l 0 0 0 0l 00 0 0l 0 HrToEal 0 0 0 2l ol o o ol ol

17:00 0 1 0 ol o 0 0 0l 0 o 0 ol 0 0 0 ol 1 17;15 0 0 0 1l o 0 0 0l 0 o o oJ 0 0 0 ol I 17:30 0 0 0 2l o 0 0 0l 0 o 0 0 0 0 0 ol l7 :45 0 0 0 1l 0 0 0 0t 000 0l 0 0 o 0l 1 Hr Total 1 0 41 0 o ol o 0 o ol ol

*TOTALT el ol ol ol Traffic Survey Special.ists, Inc NE 214TH TERRACE & OPTIMA GARAGE DRIVE 524 Gardenia Terrace St.udy Name: 214T_DWY WAY, }IALLANDALE BEACH, FLORIDA nFl Y:\/ RFA.h Fl nrr da 33444 Site Code : 00150215 COUNTED BY: CRISTINA PALOMINO Phone (561) 2'72-3255 start Date: Lo/29/15 NOT SIGNALIZED Page : l- DROP OFF LOOP IOPTIMA GARAGE DRIVEWAY INE 214TH TERRACE t----- INE 214TH TERRACE I Fr^m N^rtsh | I. rom East From South I From west Intvl I Start I I Tjme]UTurnLeftThruRiqhtUTurnLefcThruRiqht|UTurnLeftThruR1qhtiUTurn@ r0/29/L5

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

t Apr. -l I I -l t lnl. I I -rl Traffic Survey spec.ialisEs, rnc SE 3RD STREET & DIXIE HIGHWAY 85 SE 4th Avenue, Unit 109 Si-Ee Code : 00150215 }IALI,ANDA],E BEACH, FLORIDA nFlrav Reach. Florida 33483 Start Date: L0/29/75 COI,NTED BY: SEBASTIAN SALVO Phone (561) 272-3255 Fi-Le I.D. : 3ST_DIXI SIGNALIZED Page : 1 ALL VEHICLES

I CF 1DN qTPFFT I cF 1Dn cfpFFT DIXIE HIGHWAY I DIxIE HIGHWAY trram Wpqt From North l t rom Easc From South

l UTurn Left Thru Right I UTurn LefE Thru Right UTurn Left Thru Right I UTurn Left Thru Right I Tota1

qq 07:00 09430 0 3 19 0 0 0 0 0l 002L4 07: l-5 0 21 78 4 04260 0 0 0 ol 0 0 31 2 166 07:30 0 41 97 1 013270 0 0 0 0l 00452 226 o'r:45 o 59 103 51 o 72 26 ol O O O Ol 004711253 744 Hr Total 0 130 321 10 l o3298 0l 0 ol 00]-44 91

08:00 068I452, 0 6 31 ol 000 0l 0 0 55 ol 307 08:15 0 98 130 sl 0843 ol 000 0l 0 0 46 41 334 08:30 o L29 126 4| 0524 ol 000 ol 0 0 81 2l 37! o8:45 O 141 11A 2 | o '7 25 0l 000 ol o 0 77 1 | 431- 259 7443 Hr Total- 0 436 579 13 | 0 26 r23 ol ol 7 |

16:00 0 46 96 4 0 L1 51 0 0000 0 0 32 1 24r 15:15 0 46 89 3 0 LO 62 0 0000 0 0 25 2 237 0 4r 69 5 0 9 75 0 0000 0 0 8 23L L6r45 0 L02 rl 0 L9 7I 0l 0 0 0 0l 0 0 50 'tl 311 Hr Total r94 356 1? | 49 259 ol o o 0 0l 131 18 | 1020

17:00 0 45 78 1l 0 79r ol 0 00 0l 0 0 24 2l 248 0 99 0 0 0 17:15 44 1l 10 81 ol 00 0l 0 30 4 | 269 17:30 0 59 r32 3l 0 21 95 ol 0 00 0l 0 0 26 7l 343

1'7 :45 0 52 L23 4l 0 15 73 0l 0 00 OI 0 0 45 10 | Hr aotat 200 432 el 53 340 ol 0l 0 125 23 | 1,1,82

*TOTAL* 1688 160 820 960 4s I ol ol 659 57 1 4389 araFfit crrrlrar/ sna.i:liefe Tr.

SE 3RD STREET & DIXIE HIGHWAY 85 SE 4ch Avenue, Unit 109 SiEe Code : 00150215 }IALLANDALE BEACH, FLORIDA nFlraw RFa.h Flnrida 33483 start Date: L0/29/15 COUNTED BY: SEBASTIAN SALVO Phone (561) 272-3255 File I.D. : 3ST_DIXI SIGNALIZED Page : 2 ALL VEHICLES

I CF ?DN CTDFFT DIXIE HIGHWAY IDIxIE HIGHWAY From North Fr^m Frat I Fr^m c^,,tsh I from wesc tl UTurn Left. Thru Rjght I UTurn Left Thru Right I UTurn Left Thru Right I UTurn LefE Thru Right I Total DaEe 10/29/15 ----- peak Hour Analysis By Ent.ire IntersecLion for the Period: 07:00 to 09:OO on LO/29/L5 Peak start 08:00 | 08:00 | 08:00 08:00 Volume 0 436 579 131 0 26 r23 ol o o 00 0 0 259 7 PercenE 0t 42* 56t 1r | 0t r7* 83* 0r | 0r or 0s 0t 0t 0* 97* 3t Pk total 1028 | 14e lo Highest 08 :45 I oe,ts | 07:00 08:30 Volume 0 141 178 21 0 8 43 ol o o o o 0 Hi t.otal 32]. | 51 lo 83 PHF .80 | .t5 I .0 .80 DIX]E HIGHWAY

l-5 5'7 9 ':iJO 0

l--' 579 436

1 nro I L t vav r,o2g | SE 3RD STREET [

6L2

DIXIE H]GHWAY T.:fFi- q,,rrrFv qnF-i^l ieie In. 00150215 SE 3RD STREET & DIXIE HIGHWAY 85 SE 4th Avenue, Unit 109 slte code : TALLANDALE BEACH, FLORIDA nal r^w Rcaeh Fl ori da 33483 SEart Date: l0/29/15 LD. : 3ST_DIXI COUNTED BY: SEBASTIAN SALVO Phone (s51) 272 3255 File SIGNA],IZED Page : 3 AI,I, VEHICLES

I cF zpn qrpFFT DIXIE HIGHWAY I SE 3RD STREET I UtAIE nlunwAr I ! rom wesr From North I From EasE I trom Soutn | l

l I I I UTurn Left Thru Rj-ght. I UTurn LefC Thru RighC I UTurn Left Thru Pi nhts ITT,rrn T,Ff ts Thru Di dht I T^t.l DaEe L0/29/I5 --' Peak Hour Analysis BY Entire Intersec Eion for the Period: 16:00 to 18:00 on I0/29/f5 Peak start 17r00 17:00 | 17:00 17:00 Volume 0 200 432 9 0s33400 100 0 0 00 1,25 23 Percent 0S 31t 67* 1t 0t 13t 87t 0t 0t 0t 0t 0t 0t 0t 84t 15t Pk total 64L 393 lo 148 Hj-ghesE 17:30 17:30 I ozroo 17 :45 Volume 0 59 L32 3 02t950 loo 0 00 45 10 Hi total I94 116 lo 55 PHF .83 .85 .0 .67

DIXIE HIGHWAY

432 200 0 0 0 432 200 64r 641- SE 3RD STREET t I vn . ALLn"u VEHICLESvEHr_c.rr.h;s 340 349 340 q 340 I rlE 53 tr 4et 7L8 53 L |I t. ]-25 L25 I48 I| Intersectj-on Total- zvv | 1,L92 325 L25 0 z5 l-tl z5 j SE 3RD STREET 508qnq 0 0t. 0--r 432 z5 - 508

D]XIE HIGHWAY Tr.ffi- c,,rl'ar/ qna.i>li

SE 3RD STREET & DIXIE HIGHWAY 85 SE 4th Avenue, Unit 109 slte code : 00150215 IiALI,ANDALE BEACH, FLORIDA nal rav RF^.h Flnri.la 33483 sEart Dater r0/29/15 COUNTED BY: SEBASTIAN SALVO Phone (561) 272-3255 File I.D. : 3ST_DIXI 1 S IGNALI ZED Page : PEDESTRIANS & BIKES

CF lDN CTDFFT DIXIE HIGHWAY IJE JKU DIKEEr IDIXIE HIGHWAY From North I trr^m Faets l trom soucn tll LefE BIKES Right Peds I Left BIKES Rj"ght Peds I LefC BIKES Right Peds I Left BIKES Right Peds 'totar DaEe r0/29/rs ----.

07:00 0 0 0 0 0000 o 0 o 0l o 0 o 0 0 O7r!5 0 0 0 0 0000 o 0 0 0l 0 0 0 0 0 0?:30 0 0 0 0 0000 o 1 o ol 0 1 0 0 2 3 07145 O O O O I O O O 0 | O 1 O 0 | o o 0 2l Hr Total 0 0l o ol ol 2l

08:00 0 0 0 0l 0 0 0 0l 0 0 0 0l 0 0 0 ol 0 08:15 0 0 0 0l 0 0 0 0l 0 0 0 0l 0 0 0 ol 0 08:30 0 0 0 0l 0 0 0 0l 0 0 0 0l 0 0 0 ol 0

08:45 0 o o 2 | o o o 0 | o o o o I o 0 0 0 | 2 Hr ToEal 0 21 0 0l o 0l 0 ol

* BREAK *

16:00 0 0 0 0 o o 0 ol o o 0 ol 0 0 0 0l 0 16:15 0 1 0 0 0 0 0 0l 0 0 0 0 0 0 0 1l 2 16:30 0 1 0 0 0 0 0 0l 0 0 0 0 0 0 0 ol 1

15:45 0 0 0 0 I 0 0 0 0 I 0 0 O 2 I 0 0 0 0l ) HrToLal O 2 0 ol 0l 0 2l 1l

17:00 0 0 0 0l 0 0 0 0l 0 0 0 0 0 0 0 ol 0 17:15 0 0 0 0l 0 0 0 0l 0 I 0 0l 0 0 0 ol 1 17:30 0 0 0 0l 0 0 0 0 0 0 0 2 0 0 0 2l

17t45 O O 0 0 I 0 0 0 0t 0 t- 0 0l 0 0 0 0l I Hr Tot.a1 0 oi 0l 2 2l

TTOTAL* 2l ol 4l sl ar-+F:^ uurq,1r\ro\r ve1 uPuu:qna.ir'l i^f - SE 3RD STREET & SE 1gT AVENUE 85 SE 4t,h Avenue, UniC l-09 Si-Le Code : 00150215 HAI,I,ANDALE BEACH, FLORIDA npl r^v RFe.h Fl ori da 33483 Start Date: L0/29/75 COIJNTED BY: AMBER PALOMINO Phone (561) 272-3255 File I.D. : 3ST_1AVE S]GNALIZED Page : 1 ALL VEHICLES

SE 1ST AVENUE lb! JKU DTKEEf I sE 1ST AVENUE I Fr^m q^,,rh From North I trom Easc I r.rom west lll UTurn Left. Thru Right ] UTurn LefE Thru Rj-ght UTurn Left Thru Right. I UTurn Left. Thru Right Total- DaEe Ia/29/L5 ------'

07:00 0 0 0 ol 00I74 0 6 18 7 04200 76 0?:15 0 0 0 ol 00213 0 10 23 0 08450 1L0 07:30 0 0 0 ol 10275 0 14 38 2 0 10 73 0 L70

0"1:45 O O O O I 1 O 24 9 | O 14 32 1 | o 8 95 o l 184 Hr'toLat u 0l 0 89 211 04411110i030233 0l 540

08:00 0 0 0 0l 0 0 21 151 0 22 46 1l 0 2 L16 ol 223 0 0 0 11 0 9 r37 252 08:15 0l 0 0 25 r o23461 ol 0 0 0 I 0 11 43 3 0 L7 164 275 08:30 0l re I 0 L7 I ol

08:45 0 0 0 0 | 0 0 21 251 o 11 67 2 | 0 15 764 0l 30s

Hr Total 0 ol 1 0 78 70 | o 73 2O2 7l 43 581 ol 1055

-- * BREAK * .

16:00 0 0 0 0 0 0 34 221 0 28 83 s 0 7 55 0 16:15 0 0 0 0 0 0 34 281 0 34 81 0 0 6 6L 0 244 15:30 0 0 0 0 2 0 46 261 0 37 111 4 0 11 55 0 292

16246 0 0 O 0 0 0 51 18 I 0 36 14 1 0 18 89 0 247

HrTotal 0 0 0 ol 155 94 | 0 135 349 10 I 42 270 ol 1067

17:00 0 0 0 0l 0 0 45 ?4 I 0 49 118 3l 0 14 55 0l 318 17:l-5 0 0 0 ol 1 0 57 14 0 34 117 2l 0 12 61 0l 318 0 0 !7t3O 0 0 0l 0 59 z) I 0 58 116 4J 0 11 65 ol 33S

L'7245 0 0 0 0 I 0 0 36 0 45 91 1l 0 11 a7 ol 297

0 11o I Hr Total. oi L97 l-85 442 10 l 48 268 ol 1,271

*TOTAL* 438 1104 163 L352 3933 ol 304 | 37 1 0l Tr5fFi^ c,'^rail cha^i:l icfc Tn-

SE 3RD STREET & SE 1ST AVENUE 85 SE 4th Avenue, Unit 109 sit.e Code : 00150215 TIALLANDALE BEACH, FLORIDA nFlrav Rcaeh. Florida 33483 Start Date: IO/29/L5 COTNTED BY: AMBER PALOMINO Phone (561) 272-3255 File LD. : 3ST_1AVE SIGNALIZED Page : 2 ALL VEHICLES

SE 1ST AVENUE I SE 1ST AVENUE

From North i Fr^m Faei | lrom Soutn I from west ll UTurn Left Thru Right. I UTurn Left Thru Right I UTurn Left Thru Rj-ght I UTurn Left Thru Right r Total DaEe L0/29/15 ----- Peak Hour Analysis By Entire Int.ersecEj-on for Ehe Period: 07:OO to 09:00 on \O/29/L5 Peak start 08:00 08:00 | 08:00 08:00 Volume 0 0 0 0 1 0 78 ?01 o 73 2O2 7 0 43 581 0 Percent 0g 0t 0t 0t 1t 0t 523 47t I Ot 26* 72* 2* 0t 7* 93t 0t Pk toEal 0 r49 | 282 624 Hj-ghest. 07:00 08:45 I o8:45 08:30 Volume 0 0 002L 251 0 11 67 2 0 17 r64 Hi EoEal 0 46 80 181 PHF .O 81 | .88 .86 SE ].ST AVENUE

43 202 t0 31s 31s SE 3RD STREET t I -- .,*IJ!V,=''J.\-!EDALL -r VEHTCLES r- I 78 1s1 --l 7B vn |-;; 78 43 -llr 43 I' 775 737 r | L 5Bl I I 581 624 Intersection Total 0 | 1 nqq tl , VJJ 588 581 t-tl

I SE 3RD STREET J 283rol 282 ,------l

1 .73 202 n 0 - 1 73 202

SE ].S AVENUE Traffic Survey specialists, lnc. Code : 00150215 SE 3RD STREET & SE 1ST AVENUE 85 SE 4th Avenue, Unit 109 Site Dat.e I0 15 }AI,LANDALE BEACH, FLORIDA nFl rav RF^.h Fl.ri da 33483 St.art ; /29 / 3ST_1AVE COUNTED BY: AMBER PAITOMINO Phone (561) 272-3255 File I.D. : Page : 3 S IGNALI ZED ALL VEHICLES

I cF ?Dn erptrtrT SE 1ST AVENUE I sE 3RD STREET I SE 1ST AVENUE From west From North I From EasL I From south I

I I I UTurn Left Thru Right I uTurn Left Thrrr Pi ahf TIT]lrn LefE Thru Di^hts TTT,,rh T.afts Thhr Pidhf Total nria 1n/?q/15 --. Peak Hour Analysis By Entire Intersec tion for the Perlodr L6:00 t.o 18:00 on l0/29/I5 Peak start 17:00 17r00 17:00 i 17:00 Vofume0000 10r97 119 0 186 442 10 J 0 48 268 0 PercenE 0t 0g 03 0t 0B 08 62t' 38* 0t 29t' 69t 2* 0t 15& 85S 0t Pk t.otal 0 3r't 638 I 316 Highest 07:00 17;15 17:30 I I'7 :45 Volume0000 1057 34 0 58 116 4 | o 11 87 Hi totaf 0 92 778 I eB PHF .O .86 .90 J .81 SE 1ST AVENUE

48 442 119 609

0 60e 119 t 119 SE 3RD STREET I

I 1_86 .'.lLVE'''L-IED --r ALL VEHICLES r- I L97 383 --l r97 [J L>I 0 tl 4B rl ll 48 tl 6ee ses | L 268 I 268 ll 316 | Intersection Total I I 1,27L 278 268 ll LI IU SE 3RD STREET I 639 A?A ,I

1 . l_85 442 . 10 0 0 I 186 ++z

SE 1-S AVENUE tr)F f;. crrYrrol, chc^i : I i cf e Tn.

SE 3RD STREET & SE 1ST AVENUE 85 SE 4t.h Avenue, Unlt 109 SlEe Code : 001502L5 HALLANDALE BEACH, FLORIDA npl rAv Ftpe.h Fl nri d3 33483 Start Date: I0/29/L5 COIJNTED BY: AlvlBER PALOMINO Phone (561) 272-3255 File LD. : 3ST_1AVE SIGNALI ZED Page : 1 PEDESTRIANS & BIKES

I CF lDN QTPFFf SE 1ST AVENUE I sE 1sr AVENUE From NorEh From East I from Soucn From West

I.efE BIKES Right Peds Lefr BrKES Rlghr Peds I Left BrKEs RighL Peds I LefE. BrKEs RighE peds Total DaEe 10/29/15 ------

07:00 0 0 0 1 0 0 o 0l 0 0 0 0 00 0 0 1 07115 0 0 0 0 0 1 0 0l 0 o 0 2 00 0 0 3 07:30 0 0 0 0 0 o 0 0l 0 1 0 0 00 0 0 1 1 07:45 0 1 0 0 | 0 o o ol o 0 0 0l 00 0 0l Hr ToEal 0 l 0 1l 1 0 0l 1 o 2l 0l

08:00 0 0 0 oi o 1 0 0l 0 0 o ol 0 o o 0l l- 08:15 0 0 0 ol o o o ol o o o ol o o o ol 0 08:30 0 0 0 ol o o o oi o 0 0 ol o 0 0 0 0

08:45 O O 0 0 | o o o ol 0 0 0 0l 000 0l 0 Hr Total 0 0l 1 o ol 0 0 0l 0

16:00 0002 o 0 0 0 o 0 0 2 0 0 0 ol 15:15 a 2 0 0l 0 0 0 0 0 0 0 o o o o ol 2 16:30 0 0 11 0 0 0 1J 0 0 0 0l 0 0 0 0l

L6:45 0 0 0 0 I 0 0 0 0l 0000 0 0 0 0l 0 HrTotal. O 2 0 3l 0 0 11 002 o o ol

17:00 0 0 0 ol o o o oJ o o o ol o o o ol 0 17:l-5 0 0 0 ol o o o 0l 0 0 o o 0 0 0 ol 0 17:30 0 0 0 ol 0 0 o ol o o o o o o 0 ol 0

17:4a O O O O I o o o ?l 0000 0 0 0 0l 2 Hr Total 0 ol o o 2l 0 0 0l 0 0 0l

*TOTAL* 4l 3l 4l 0l 2014 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 8601 CEN.-W OF US1 TO SR7 MOCF: 0.97 WEEK DATES SF PSCF ======1 01/01/2014 - 01/04/2014 0.97 1.00 2 01/05/2014 - 01/11/2014 0.99 1.02 3 01/12/2014 - 01/18/2014 1.01 1.04 4 01/19/2014 - 01/25/2014 1.00 1.03 * 5 01/26/2014 - 02/01/2014 0.99 1.02 * 6 02/02/2014 - 02/08/2014 0.98 1.01 * 7 02/09/2014 - 02/15/2014 0.97 1.00 * 8 02/16/2014 - 02/22/2014 0.96 0.99 * 9 02/23/2014 - 03/01/2014 0.96 0.99 *10 03/02/2014 - 03/08/2014 0.96 0.99 *11 03/09/2014 - 03/15/2014 0.96 0.99 *12 03/16/2014 - 03/22/2014 0.96 0.99 *13 03/23/2014 - 03/29/2014 0.96 0.99 *14 03/30/2014 - 04/05/2014 0.97 1.00 *15 04/06/2014 - 04/12/2014 0.98 1.01 *16 04/13/2014 - 04/19/2014 0.98 1.01 *17 04/20/2014 - 04/26/2014 0.99 1.02 18 04/27/2014 - 05/03/2014 1.00 1.03 19 05/04/2014 - 05/10/2014 1.01 1.04 20 05/11/2014 - 05/17/2014 1.01 1.04 21 05/18/2014 - 05/24/2014 1.02 1.05 22 05/25/2014 - 05/31/2014 1.03 1.06 23 06/01/2014 - 06/07/2014 1.03 1.06 24 06/08/2014 - 06/14/2014 1.04 1.07 25 06/15/2014 - 06/21/2014 1.05 1.08 26 06/22/2014 - 06/28/2014 1.05 1.08 27 06/29/2014 - 07/05/2014 1.05 1.08 28 07/06/2014 - 07/12/2014 1.05 1.08 29 07/13/2014 - 07/19/2014 1.05 1.08 30 07/20/2014 - 07/26/2014 1.05 1.08 31 07/27/2014 - 08/02/2014 1.04 1.07 32 08/03/2014 - 08/09/2014 1.04 1.07 33 08/10/2014 - 08/16/2014 1.03 1.06 34 08/17/2014 - 08/23/2014 1.03 1.06 35 08/24/2014 - 08/30/2014 1.03 1.06 36 08/31/2014 - 09/06/2014 1.03 1.06 37 09/07/2014 - 09/13/2014 1.03 1.06 38 09/14/2014 - 09/20/2014 1.04 1.07 39 09/21/2014 - 09/27/2014 1.03 1.06 40 09/28/2014 - 10/04/2014 1.02 1.05 41 10/05/2014 - 10/11/2014 1.01 1.04 42 10/12/2014 - 10/18/2014 1.00 1.03 43 10/19/2014 - 10/25/2014 1.00 1.03 44 10/26/2014 - 11/01/2014 1.00 1.03 45 11/02/2014 - 11/08/2014 1.00 1.03 46 11/09/2014 - 11/15/2014 1.00 1.03 47 11/16/2014 - 11/22/2014 1.00 1.03 48 11/23/2014 - 11/29/2014 0.99 1.02 49 11/30/2014 - 12/06/2014 0.98 1.01 50 12/07/2014 - 12/13/2014 0.98 1.01 51 12/14/2014 - 12/20/2014 0.97 1.00 52 12/21/2014 - 12/27/2014 0.99 1.02 53 12/28/2014 - 12/31/2014 1.01 1.04 * PEAK SEASON 09-MAR-2015 16:07:53 830UPD 4_8601_PKSEASON.TXT 2014 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 8659 BROWARD I595 MOCF: 0.97 WEEK DATES SF PSCF ======1 01/01/2014 - 01/04/2014 0.97 1.00 2 01/05/2014 - 01/11/2014 0.99 1.02 3 01/12/2014 - 01/18/2014 1.00 1.03 * 4 01/19/2014 - 01/25/2014 0.99 1.02 * 5 01/26/2014 - 02/01/2014 0.98 1.01 * 6 02/02/2014 - 02/08/2014 0.98 1.01 * 7 02/09/2014 - 02/15/2014 0.97 1.00 * 8 02/16/2014 - 02/22/2014 0.96 0.99 * 9 02/23/2014 - 03/01/2014 0.96 0.99 *10 03/02/2014 - 03/08/2014 0.95 0.98 *11 03/09/2014 - 03/15/2014 0.95 0.98 *12 03/16/2014 - 03/22/2014 0.94 0.97 *13 03/23/2014 - 03/29/2014 0.95 0.98 *14 03/30/2014 - 04/05/2014 0.97 1.00 *15 04/06/2014 - 04/12/2014 0.98 1.01 *16 04/13/2014 - 04/19/2014 0.99 1.02 17 04/20/2014 - 04/26/2014 1.00 1.03 18 04/27/2014 - 05/03/2014 1.01 1.04 19 05/04/2014 - 05/10/2014 1.01 1.04 20 05/11/2014 - 05/17/2014 1.02 1.05 21 05/18/2014 - 05/24/2014 1.03 1.06 22 05/25/2014 - 05/31/2014 1.03 1.06 23 06/01/2014 - 06/07/2014 1.04 1.07 24 06/08/2014 - 06/14/2014 1.04 1.07 25 06/15/2014 - 06/21/2014 1.04 1.07 26 06/22/2014 - 06/28/2014 1.04 1.07 27 06/29/2014 - 07/05/2014 1.05 1.08 28 07/06/2014 - 07/12/2014 1.05 1.08 29 07/13/2014 - 07/19/2014 1.05 1.08 30 07/20/2014 - 07/26/2014 1.04 1.07 31 07/27/2014 - 08/02/2014 1.04 1.07 32 08/03/2014 - 08/09/2014 1.03 1.06 33 08/10/2014 - 08/16/2014 1.03 1.06 34 08/17/2014 - 08/23/2014 1.02 1.05 35 08/24/2014 - 08/30/2014 1.03 1.06 36 08/31/2014 - 09/06/2014 1.04 1.07 37 09/07/2014 - 09/13/2014 1.04 1.07 38 09/14/2014 - 09/20/2014 1.05 1.08 39 09/21/2014 - 09/27/2014 1.04 1.07 40 09/28/2014 - 10/04/2014 1.03 1.06 41 10/05/2014 - 10/11/2014 1.02 1.05 42 10/12/2014 - 10/18/2014 1.01 1.04 43 10/19/2014 - 10/25/2014 1.01 1.04 44 10/26/2014 - 11/01/2014 1.00 1.03 45 11/02/2014 - 11/08/2014 1.00 1.03 46 11/09/2014 - 11/15/2014 0.99 1.02 47 11/16/2014 - 11/22/2014 0.99 1.02 48 11/23/2014 - 11/29/2014 0.99 1.02 49 11/30/2014 - 12/06/2014 0.98 1.01 50 12/07/2014 - 12/13/2014 0.98 1.01 51 12/14/2014 - 12/20/2014 0.97 1.00 52 12/21/2014 - 12/27/2014 0.99 1.02 53 12/28/2014 - 12/31/2014 1.00 1.03 * PEAK SEASON 09-MAR-2015 16:07:53 830UPD 4_8659_PKSEASON.TXT 2014 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 8675 BROWARD I75 URBAN MOCF: 0.99 WEEK DATES SF PSCF ======1 01/01/2014 - 01/04/2014 1.02 1.03 2 01/05/2014 - 01/11/2014 1.03 1.04 3 01/12/2014 - 01/18/2014 1.04 1.05 4 01/19/2014 - 01/25/2014 1.03 1.04 5 01/26/2014 - 02/01/2014 1.02 1.03 6 02/02/2014 - 02/08/2014 1.01 1.02 7 02/09/2014 - 02/15/2014 1.00 1.01 * 8 02/16/2014 - 02/22/2014 0.99 1.00 * 9 02/23/2014 - 03/01/2014 0.99 1.00 *10 03/02/2014 - 03/08/2014 0.99 1.00 *11 03/09/2014 - 03/15/2014 0.98 0.99 *12 03/16/2014 - 03/22/2014 0.98 0.99 *13 03/23/2014 - 03/29/2014 0.98 0.99 *14 03/30/2014 - 04/05/2014 0.98 0.99 *15 04/06/2014 - 04/12/2014 0.98 0.99 *16 04/13/2014 - 04/19/2014 0.98 0.99 *17 04/20/2014 - 04/26/2014 0.98 0.99 *18 04/27/2014 - 05/03/2014 0.99 1.00 *19 05/04/2014 - 05/10/2014 0.99 1.00 *20 05/11/2014 - 05/17/2014 1.00 1.01 21 05/18/2014 - 05/24/2014 1.00 1.01 22 05/25/2014 - 05/31/2014 1.00 1.01 23 06/01/2014 - 06/07/2014 1.01 1.02 24 06/08/2014 - 06/14/2014 1.01 1.02 25 06/15/2014 - 06/21/2014 1.01 1.02 26 06/22/2014 - 06/28/2014 1.02 1.03 27 06/29/2014 - 07/05/2014 1.03 1.04 28 07/06/2014 - 07/12/2014 1.03 1.04 29 07/13/2014 - 07/19/2014 1.04 1.05 30 07/20/2014 - 07/26/2014 1.03 1.04 31 07/27/2014 - 08/02/2014 1.02 1.03 32 08/03/2014 - 08/09/2014 1.02 1.03 33 08/10/2014 - 08/16/2014 1.01 1.02 34 08/17/2014 - 08/23/2014 1.00 1.01 35 08/24/2014 - 08/30/2014 1.00 1.01 36 08/31/2014 - 09/06/2014 1.01 1.02 37 09/07/2014 - 09/13/2014 1.01 1.02 38 09/14/2014 - 09/20/2014 1.01 1.02 39 09/21/2014 - 09/27/2014 1.00 1.01 40 09/28/2014 - 10/04/2014 1.00 1.01 41 10/05/2014 - 10/11/2014 0.99 1.00 42 10/12/2014 - 10/18/2014 0.98 0.99 43 10/19/2014 - 10/25/2014 0.98 0.99 44 10/26/2014 - 11/01/2014 0.98 0.99 45 11/02/2014 - 11/08/2014 0.99 1.00 46 11/09/2014 - 11/15/2014 0.99 1.00 47 11/16/2014 - 11/22/2014 0.99 1.00 48 11/23/2014 - 11/29/2014 1.00 1.01 49 11/30/2014 - 12/06/2014 1.01 1.02 50 12/07/2014 - 12/13/2014 1.01 1.02 51 12/14/2014 - 12/20/2014 1.02 1.03 52 12/21/2014 - 12/27/2014 1.03 1.04 53 12/28/2014 - 12/31/2014 1.04 1.05 * PEAK SEASON 09-MAR-2015 16:07:53 830UPD 4_8675_PKSEASON.TXT 2014 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 8676 BROWARD I75 RURAL MOCF: 0.92 WEEK DATES SF PSCF ======1 01/01/2014 - 01/04/2014 0.94 1.02 2 01/05/2014 - 01/11/2014 0.98 1.07 3 01/12/2014 - 01/18/2014 1.01 1.10 4 01/19/2014 - 01/25/2014 0.99 1.08 * 5 01/26/2014 - 02/01/2014 0.97 1.05 * 6 02/02/2014 - 02/08/2014 0.95 1.03 * 7 02/09/2014 - 02/15/2014 0.93 1.01 * 8 02/16/2014 - 02/22/2014 0.91 0.99 * 9 02/23/2014 - 03/01/2014 0.90 0.98 *10 03/02/2014 - 03/08/2014 0.89 0.97 *11 03/09/2014 - 03/15/2014 0.88 0.96 *12 03/16/2014 - 03/22/2014 0.87 0.95 *13 03/23/2014 - 03/29/2014 0.90 0.98 *14 03/30/2014 - 04/05/2014 0.92 1.00 *15 04/06/2014 - 04/12/2014 0.95 1.03 *16 04/13/2014 - 04/19/2014 0.97 1.05 *17 04/20/2014 - 04/26/2014 0.98 1.07 18 04/27/2014 - 05/03/2014 0.99 1.08 19 05/04/2014 - 05/10/2014 1.01 1.10 20 05/11/2014 - 05/17/2014 1.02 1.11 21 05/18/2014 - 05/24/2014 1.03 1.12 22 05/25/2014 - 05/31/2014 1.04 1.13 23 06/01/2014 - 06/07/2014 1.06 1.15 24 06/08/2014 - 06/14/2014 1.07 1.16 25 06/15/2014 - 06/21/2014 1.09 1.18 26 06/22/2014 - 06/28/2014 1.08 1.17 27 06/29/2014 - 07/05/2014 1.07 1.16 28 07/06/2014 - 07/12/2014 1.07 1.16 29 07/13/2014 - 07/19/2014 1.06 1.15 30 07/20/2014 - 07/26/2014 1.06 1.15 31 07/27/2014 - 08/02/2014 1.06 1.15 32 08/03/2014 - 08/09/2014 1.06 1.15 33 08/10/2014 - 08/16/2014 1.06 1.15 34 08/17/2014 - 08/23/2014 1.07 1.16 35 08/24/2014 - 08/30/2014 1.09 1.18 36 08/31/2014 - 09/06/2014 1.11 1.21 37 09/07/2014 - 09/13/2014 1.13 1.23 38 09/14/2014 - 09/20/2014 1.16 1.26 39 09/21/2014 - 09/27/2014 1.13 1.23 40 09/28/2014 - 10/04/2014 1.11 1.21 41 10/05/2014 - 10/11/2014 1.09 1.18 42 10/12/2014 - 10/18/2014 1.07 1.16 43 10/19/2014 - 10/25/2014 1.05 1.14 44 10/26/2014 - 11/01/2014 1.03 1.12 45 11/02/2014 - 11/08/2014 1.00 1.09 46 11/09/2014 - 11/15/2014 0.98 1.07 47 11/16/2014 - 11/22/2014 0.96 1.04 48 11/23/2014 - 11/29/2014 0.96 1.04 49 11/30/2014 - 12/06/2014 0.95 1.03 50 12/07/2014 - 12/13/2014 0.95 1.03 51 12/14/2014 - 12/20/2014 0.94 1.02 52 12/21/2014 - 12/27/2014 0.98 1.07 53 12/28/2014 - 12/31/2014 1.01 1.10 * PEAK SEASON 09-MAR-2015 16:07:53 830UPD 4_8676_PKSEASON.TXT 2014 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 8695 BROWARD I95 MOCF: 0.97 WEEK DATES SF PSCF ======1 01/01/2014 - 01/04/2014 0.97 1.00 2 01/05/2014 - 01/11/2014 0.99 1.02 3 01/12/2014 - 01/18/2014 1.00 1.03 * 4 01/19/2014 - 01/25/2014 0.99 1.02 * 5 01/26/2014 - 02/01/2014 0.98 1.01 * 6 02/02/2014 - 02/08/2014 0.98 1.01 * 7 02/09/2014 - 02/15/2014 0.97 1.00 * 8 02/16/2014 - 02/22/2014 0.96 0.99 * 9 02/23/2014 - 03/01/2014 0.96 0.99 *10 03/02/2014 - 03/08/2014 0.95 0.98 *11 03/09/2014 - 03/15/2014 0.95 0.98 *12 03/16/2014 - 03/22/2014 0.94 0.97 *13 03/23/2014 - 03/29/2014 0.95 0.98 *14 03/30/2014 - 04/05/2014 0.97 1.00 *15 04/06/2014 - 04/12/2014 0.98 1.01 *16 04/13/2014 - 04/19/2014 0.99 1.02 17 04/20/2014 - 04/26/2014 1.00 1.03 18 04/27/2014 - 05/03/2014 1.01 1.04 19 05/04/2014 - 05/10/2014 1.01 1.04 20 05/11/2014 - 05/17/2014 1.02 1.05 21 05/18/2014 - 05/24/2014 1.03 1.06 22 05/25/2014 - 05/31/2014 1.03 1.06 23 06/01/2014 - 06/07/2014 1.04 1.07 24 06/08/2014 - 06/14/2014 1.04 1.07 25 06/15/2014 - 06/21/2014 1.04 1.07 26 06/22/2014 - 06/28/2014 1.04 1.07 27 06/29/2014 - 07/05/2014 1.05 1.08 28 07/06/2014 - 07/12/2014 1.05 1.08 29 07/13/2014 - 07/19/2014 1.05 1.08 30 07/20/2014 - 07/26/2014 1.04 1.07 31 07/27/2014 - 08/02/2014 1.04 1.07 32 08/03/2014 - 08/09/2014 1.03 1.06 33 08/10/2014 - 08/16/2014 1.03 1.06 34 08/17/2014 - 08/23/2014 1.02 1.05 35 08/24/2014 - 08/30/2014 1.03 1.06 36 08/31/2014 - 09/06/2014 1.04 1.07 37 09/07/2014 - 09/13/2014 1.04 1.07 38 09/14/2014 - 09/20/2014 1.05 1.08 39 09/21/2014 - 09/27/2014 1.04 1.07 40 09/28/2014 - 10/04/2014 1.03 1.06 41 10/05/2014 - 10/11/2014 1.02 1.05 42 10/12/2014 - 10/18/2014 1.01 1.04 43 10/19/2014 - 10/25/2014 1.01 1.04 44 10/26/2014 - 11/01/2014 1.00 1.03 45 11/02/2014 - 11/08/2014 1.00 1.03 46 11/09/2014 - 11/15/2014 0.99 1.02 47 11/16/2014 - 11/22/2014 0.99 1.02 48 11/23/2014 - 11/29/2014 0.99 1.02 49 11/30/2014 - 12/06/2014 0.98 1.01 50 12/07/2014 - 12/13/2014 0.98 1.01 51 12/14/2014 - 12/20/2014 0.97 1.00 52 12/21/2014 - 12/27/2014 0.99 1.02 53 12/28/2014 - 12/31/2014 1.00 1.03 * PEAK SEASON 09-MAR-2015 16:07:53 830UPD 4_8695_PKSEASON.TXT Traffic Impact Analysis

APPENDIX F: GROWTH RATE CALCULATIONS AND VOLUME DEVELOPMENT WORKSHEETS

k:\wpb_tpto\1401\140193000 optima plaza north\tia\1-5-2016 tia resubmittal\2016-01-06 optima plaza north tia.doc VOLUME DEVELOPMENT SHEET 213th STREET & US 1/BISCAYNE

Growth Rate = 0.50% 0.50% Peak Season = 1.03 1.03 Buildout Year = 2020 2020 Years = 5 5

AM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 0 1,213 125 362 1,986 0 0 0 0 209 0 416 Peak Season Volume 0 1,249 129 373 2,046 0 0 0 0 215 0 428

Traffic Volume Growth 0 1,281 132 382 2,098 0 0 0 0 220 0 439

7th Avenue Village Committed Inbound Traffic Assignment 5% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 5 Outbound Traffic Assignment 5% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 -5 Total 7th Avenue Village 0 0 0 0 0 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment 22 Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 10 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 10 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment 10% Inbound Traffic Volumes 0 4 0 0 0 0 0 0 0 0 0 0 38 Outbound Traffic Assignment 10% Outbound Traffic Volumes 0 0 0 0 11 0 0 0 0 0 0 0 113 Total Hallandale Oasis 0 4 0 0 11 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 19% 0% 0% 0% 0% 0% 0% 0% 0% 0% 11% Inbound Traffic Volumes 0 52 0 0 0 0 0 0 0 0 0 30 275 Outbound Traffic Assignment 0% 0% 0% 11% 19% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 6 10 0 0 0 0 0 0 0 51 Total Domus Office 0 52 0 6 10 0 0 0 0 0 0 30 Hallandale Square Committed Inbound Traffic Assignment 30% Inbound Traffic Volumes 0 16 0 0 0 0 0 0 0 0 0 0 52 Outbound Traffic Assignment 5% Outbound Traffic Volumes 0 0 0 0 6 0 0 0 0 0 0 0 119 Total Hallandale Square 0 16 0 0 6 0 0 0 0 0 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment 48% Inbound Traffic Volumes 0 33 0 0 0 0 0 0 0 0 0 0 68 Outbound Traffic Assignment 25% 69% Outbound Traffic Volumes 0 31 0 0 85 0 0 0 0 0 0 0 123 Total Hallandale Artsquare 0 64 0 0 85 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 74 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 117 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 0 1,417 132 388 2,210 0 0 0 0 220 0 469

Project Traffic Inbound Traffic Assignment 19.0% 11.0% Inbound Traffic Volumes 0 77 0 0 0 0 0 0 0 0 0 44 404 Outbound Traffic Assignment 11.0% 19.0% Outbound Traffic Volumes 0 0 0 8 13 0 0 0 0 0 0 0 69 Project Traffic 0 77 0 8 13 0 0 0 0 0 0 44

TOTAL TRAFFIC 0 1,494 132 396 2,223 0 0 0 0 220 0 513

PM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 0 2,025 147 312 1,632 0 0 0 0 236 0 374 Peak Season Volume 0 2,086 151 321 1,681 0 0 0 0 243 0 385

Traffic Volume Growth 0 2,139 155 329 1,723 0 0 0 0 249 0 395

7th Avenue Village Committed Inbound Traffic Assignment 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 2 0 0 0 0 0 0 0 0 0 0 31 Outbound Traffic Assignment 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 2 0 0 0 0 0 0 0 38 Total 7th Avenue Village 0 2 0 0 2 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 9 0 0 0 0 0 0 0 0 0 0 88 Outbound Traffic Assignment 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 21 0 0 0 0 0 0 0 208 Total Hallandale Oasis 0 9 0 0 21 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 19% 0% 0% 0% 0% 0% 0% 0% 0% 0% 11% Inbound Traffic Volumes 0 22 0 0 0 0 0 0 0 0 0 13 114 Outbound Traffic Assignment 0% 0% 0% 11% 19% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 31 53 0 0 0 0 0 0 0 279 Total Domus Office 0 22 0 31 53 0 0 0 0 0 0 13 Hallandale Square Committed Inbound Traffic Assignment 0% 30% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 105 0 0 0 0 0 0 0 0 0 0 350 Outbound Traffic Assignment 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 36 0 0 0 0 0 0 0 711 Total Hallandale Square 0 105 0 0 36 0 0 0 0 0 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment 0% 48% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 78 0 0 0 0 0 0 0 0 0 0 163 Outbound Traffic Assignment 0% 25% 0% 0% 69% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 34 0 0 92 0 0 0 0 0 0 0 134 Total Hallandale Artsquare 0 112 0 0 92 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 128 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 87 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 0 2,389 155 360 1,927 0 0 0 0 249 0 408

Project Traffic Inbound Traffic Assignment 0% 19% 0% 0% 0% 0% 0% 0% 0% 0% 0% 11% Inbound Traffic Volumes 0 20 0 0 0 0 0 0 0 0 0 12 106 Outbound Traffic Assignment 0% 0% 0% 11% 19% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 40 69 0 0 0 0 0 0 0 363 Project Traffic 0 20 0 40 69 0 0 0 0 0 0 12

TOTAL TRAFFIC 0 2,409 155 400 1,996 0 0 0 0 249 0 420 VOLUME DEVELOPMENT SHEET SE 9th Street & US 1

Growth Rate = 0.50% 0.50% Peak Season = 1.03 1.03 Buildout Year = 2020 2020 Years = 5 5

AM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 54 1,338 21 19 2,324 11 22 7 76 21 1 4 Peak Season Volume 56 1,378 22 20 2,394 11 23 7 78 22 1 4

Traffic Volume Growth 57 1,413 23 21 2,454 11 24 7 80 23 1 4

7th Avenue Village Committed Inbound Traffic Assignment 5% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 5 Outbound Traffic Assignment 5% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 -5 Total 7th Avenue Village 0 0 0 0 0 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 10 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 10 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment 10% Inbound Traffic Volumes 0 4 0 0 0 0 0 0 0 0 0 0 38 Outbound Traffic Assignment 10% Outbound Traffic Volumes 0 0 0 0 11 0 0 0 0 0 0 0 113 Total Hallandale Oasis 0 4 0 0 11 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 70% 0% 0% 70% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 193 0 0 193 0 0 0 0 0 0 0 275 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 51 Total Domus Office 0 193 0 0 193 0 0 0 0 0 0 0 Hallandale Square Committed Inbound Traffic Assignment 30% Inbound Traffic Volumes 0 16 0 0 0 0 0 0 0 0 0 0 52 Outbound Traffic Assignment 5% Outbound Traffic Volumes 0 0 0 0 6 0 0 0 0 0 0 0 119 Total Hallandale Square 0 16 0 0 6 0 0 0 0 0 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 68 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 123 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment 48% 43% 7% 2% Inbound Traffic Volumes 36 0 0 0 32 0 0 0 5 1 0 0 74 Outbound Traffic Assignment 2% 47% 1% Outbound Traffic Volumes 2 55 1 0 0 0 0 0 0 0 0 0 117 Total Gulfstream Point 38 55 1 0 32 0 0 0 5 1 0 0

2020 Background Traffic 95 1,681 24 21 2,696 11 24 7 85 24 1 4

Project Traffic Inbound Traffic Assignment 70.0% 70.0% Inbound Traffic Volumes 0 283 0 0 283 0 0 0 0 0 0 0 404 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 69 Project Traffic 0 283 0 0 283 0 0 0 0 0 0 0

TOTAL TRAFFIC 95 1,964 24 21 2,979 11 24 7 85 24 1 4

PM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 44 1,998 31 34 1,720 12 12 5 33 135 13 39 Peak Season Volume 45 2,058 32 35 1,772 12 12 5 34 139 13 40

Traffic Volume Growth 46 2,110 33 36 1,817 12 12 5 35 143 13 41

7th Avenue Village Committed Inbound Traffic Assignment 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 2 0 0 0 0 0 0 0 0 0 0 31 Outbound Traffic Assignment 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 2 0 0 0 0 0 0 0 38 Total 7th Avenue Village 0 2 0 0 2 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 9 0 0 0 0 0 0 0 0 0 0 88 Outbound Traffic Assignment 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 21 0 0 0 0 0 0 0 208 Total Hallandale Oasis 0 9 0 0 21 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 70% 0% 0% 70% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 80 0 0 80 0 0 0 0 0 0 0 114 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 279 Total Domus Office 0 80 0 0 80 0 0 0 0 0 0 0 Hallandale Square Committed Inbound Traffic Assignment 0% 30% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 105 0 0 0 0 0 0 0 0 0 0 350 Outbound Traffic Assignment 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 36 0 0 0 0 0 0 0 711 Total Hallandale Square 0 105 0 0 36 0 0 0 0 0 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 163 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 134 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment 48% 0% 0% 0% 43% 0% 0% 0% 7% 2% 0% 0% Inbound Traffic Volumes 61 0 0 0 55 0 0 0 9 3 0 0 128 Outbound Traffic Assignment 2% 47% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 2 41 1 0 0 0 0 0 0 0 0 0 87 Total Gulfstream Point 63 41 1 0 55 0 0 0 9 3 0 0

2020 Background Traffic 109 2,347 34 36 2,011 12 12 5 44 146 13 41

Project Traffic Inbound Traffic Assignment 0% 70% 0% 0% 70% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 283 0 0 283 0 0 0 0 0 0 0 106 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 363 Project Traffic 0 283 0 0 283 0 0 0 0 0 0 0

TOTAL TRAFFIC 109 2,630 34 36 2,294 12 12 5 44 146 13 41 VOLUME DEVELOPMENT SHEET 3RD STREET & US 1 (FEDERAL HWY)

Growth Rate = 0.50% 0.50% Peak Season = 1.03 1.03 Buildout Year = 2020 2020 Years = 5 5

AM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 64 1,124 16 41 1,699 6 142 102 396 23 8 9 Peak Season Volume 66 1,158 16 42 1,750 6 146 105 408 24 8 9

Traffic Volume Growth 68 1,187 16 43 1,794 6 150 108 418 25 8 9 0

7th Avenue Village Committed Inbound Traffic Assignment 5% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 5 Outbound Traffic Assignment 5% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 -5 Total 7th Avenue Village 0 0 0 0 0 0 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 10 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 10 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 38 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 113 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 17% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 47 0 0 0 0 0 0 0 0 275 Outbound Traffic Assignment 0% 17% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 9 0 0 0 0 0 0 0 0 0 0 0 51 Total Domus Office 0 9 0 0 47 0 0 0 0 0 0 0 Hallandale Square Committed Inbound Traffic Assignment 30% 7% Inbound Traffic Volumes 0 16 0 4 0 0 0 0 0 0 0 0 0 52 Outbound Traffic Assignment 5% 25% Outbound Traffic Volumes 0 0 0 0 6 0 0 0 0 30 0 0 0 119 Total Hallandale Square 0 16 0 4 6 0 0 0 0 30 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 68 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 123 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment 35% 4% 2% Inbound Traffic Volumes 0 0 0 0 26 0 0 0 3 1 0 0 0 74 Outbound Traffic Assignment 2% 39% 1% Outbound Traffic Volumes 2 46 1 0 0 0 0 0 0 0 0 0 0 117 Total Gulfstream Point 2 46 1 0 26 0 0 0 3 1 0 0

2020 Background Traffic 70 1,258 17 47 1,873 6 150 108 421 56 8 9 0

Project Traffic Inbound Traffic Assignment 17.0% Inbound Traffic Volumes 0 0 0 0 69 0 0 0 0 0 0 0 0 404 Outbound Traffic Assignment 17.0% Outbound Traffic Volumes 0 12 0 0 0 0 0 0 0 0 0 0 0 69 Project Traffic 0 12 0 0 69 0 0 0 0 0 0 0

TOTAL TRAFFIC 70 1,270 17 47 1,942 6 150 108 421 56 8 9 0

PM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 121 1,302 17 69 1,568 13 154 54 145 106 66 120 Peak Season Volume 125 1,341 18 71 1,615 13 159 56 149 109 68 124

Traffic Volume Growth 128 1,375 18 73 1,656 13 163 57 153 112 70 127 0

7th Avenue Village Committed Inbound Traffic Assignment 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 2 0 0 0 0 0 0 0 0 0 0 0 31 Outbound Traffic Assignment 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 2 0 0 0 0 0 0 0 0 38 Total 7th Avenue Village 0 2 0 0 2 0 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 40 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 40 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 88 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 208 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 17% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 19 0 0 0 0 0 0 0 0 114 Outbound Traffic Assignment 0% 17% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 47 0 0 0 0 0 0 0 0 0 0 0 279 Total Domus Office 0 47 0 0 19 0 0 0 0 0 0 0 Hallandale Square Committed Inbound Traffic Assignment 0% 30% 0% 7% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 105 0 25 0 0 0 0 0 0 0 0 0 350 Outbound Traffic Assignment 0% 0% 0% 0% 5% 0% 0% 0% 0% 25% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 36 0 0 0 0 178 0 0 0 711 Total Hallandale Square 0 105 0 25 36 0 0 0 0 178 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 163 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 134 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment 0% 0% 0% 0% 35% 0% 0% 0% 4% 2% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 45 0 0 0 5 3 0 0 0 128 Outbound Traffic Assignment 2% 39% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 2 34 1 0 0 0 0 0 0 0 0 0 0 87 Total Gulfstream Point 2 34 1 0 45 0 0 0 5 3 0 0

2020 Background Traffic 130 1,563 19 98 1,758 13 163 57 158 293 70 127 0

Project Traffic Inbound Traffic Assignment 0% 0% 0% 0% 17% 0% 0% 0% 0% 0% 0% 0% 0% 106 Inbound Traffic Volumes 0 0 0 0 18 0 0 0 0 0 0 0 Outbound Traffic Assignment 0% 17% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 62 0 0 0 0 0 0 0 0 0 0 363 Project Traffic 0 62 0 0 18 0 0 0 0 0 0 0

TOTAL TRAFFIC 130 1,625 19 98 1,776 13 163 57 158 293 70 127 0 VOLUME DEVELOPMENT SHEET 3RD STREET & DIXIE HIGHWAY

Growth Rate = 0.50% 0.50% Peak Season = 1.03 1.03 Buildout Year = 2020 2020 Years = 5 5

AM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 0 0 0 436 579 13 0 259 7 26 123 0 Peak Season Volume 0 0 0 449 596 13 0 267 7 27 127 0

Traffic Volume Growth 0 0 0 460 611 13 0 274 7 28 130 0

7th Avenue Village Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 5 Outbound Traffic Assignment 5% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 -5 Total 7th Avenue Village 0 0 0 0 0 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 10 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 10 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 38 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 113 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 21% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 58 0 0 0 0 0 0 275 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 51 Total Domus Office 0 0 0 0 0 58 0 0 0 0 0 0 Hallandale Square Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 52 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 119 Total Hallandale Square 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 68 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 123 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 74 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 117 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 0 0 0 460 611 71 0 274 7 28 130 0

Project Traffic Inbound Traffic Assignment 21.0% Inbound Traffic Volumes 0 0 0 0 0 85 0 0 0 0 0 0 404 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 69 Project Traffic 0 0 0 0 0 85 0 0 0 0 0 0

TOTAL TRAFFIC 0 0 0 460 611 156 0 274 7 28 130 0

PM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 0 0 0 200 432 9 0 125 23 53 340 0 Peak Season Volume 0 0 0 206 445 9 0 129 24 55 350 0

Traffic Volume Growth 0 0 0 211 456 9 0 132 25 56 359 0

7th Avenue Village Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 31 Outbound Traffic Assignment 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 2 0 0 0 0 0 0 0 38 Total 7th Avenue Village 0 0 0 0 2 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 88 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 208 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 21% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 24 0 0 0 0 0 0 114 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 279 Total Domus Office 0 0 0 0 0 24 0 0 0 0 0 0 Hallandale Square Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 350 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 711 Total Hallandale Square 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 163 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 134 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 128 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 87 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 0 0 0 211 458 33 0 132 25 56 359 0

Project Traffic Inbound Traffic Assignment 0% 0% 0% 0% 0% 21% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 22 0 0 0 0 0 0 106 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 363 Project Traffic 0 0 0 0 0 22 0 0 0 0 0 0

TOTAL TRAFFIC 0 0 0 211 458 55 0 132 25 56 359 0 VOLUME DEVELOPMENT SHEET 3RD STREET & 1ST AVE

Growth Rate = 0.50% 0.50% Peak Season = 1.03 1.03 Buildout Year = 2020 2020 Years = 5 5

AM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 73 202 7 0 0 0 43 581 0 0 78 70 Peak Season Volume 75 208 7 0 0 0 44 598 0 0 80 72

Traffic Volume Growth 77 213 7 0 0 0 45 613 0 0 82 74

7th Avenue Village Committed Inbound Traffic Assignment 5% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 5 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 -5 Total 7th Avenue Village 0 0 0 0 0 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 10 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 10 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 38 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 113 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 275 Outbound Traffic Assignment 0% 30% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 15 0 0 0 0 0 0 0 0 0 0 51 Total Domus Office 0 15 0 0 0 0 0 0 0 0 0 0 Hallandale Square Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 52 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 119 Total Hallandale Square 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 68 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 123 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 74 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 117 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 77 228 7 0 0 0 45 613 0 0 82 74

Project Traffic Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 404 Outbound Traffic Assignment 30.0% Outbound Traffic Volumes 0 21 0 0 0 0 0 0 0 0 0 0 69 Project Traffic 0 21 0 0 0 0 0 0 0 0 0 0

TOTAL TRAFFIC 77 249 7 0 0 0 45 613 0 0 82 74

PM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 186 442 10 0 0 0 48 268 0 0 197 119 Peak Season Volume 192 455 10 0 0 0 49 276 0 0 203 123

Traffic Volume Growth 197 466 10 0 0 0 50 283 0 0 208 126

7th Avenue Village Committed Inbound Traffic Assignment 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 2 0 0 0 0 0 0 0 0 0 0 31 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 38 Total 7th Avenue Village 0 2 0 0 0 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 88 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 208 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 114 Outbound Traffic Assignment 0% 30% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 84 0 0 0 0 0 0 0 0 0 0 279 Total Domus Office 0 84 0 0 0 0 0 0 0 0 0 0 Hallandale Square Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 350 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 711 Total Hallandale Square 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 163 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 134 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 128 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 87 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 197 552 10 0 0 0 50 283 0 0 208 126

Project Traffic Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 106 Outbound Traffic Assignment 0% 30% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 109 0 0 0 0 0 0 0 0 0 0 363 Project Traffic 0 109 0 0 0 0 0 0 0 0 0 0

TOTAL TRAFFIC 197 661 10 0 0 0 50 283 0 0 208 126 VOLUME DEVELOPMENT SHEET HALLANDALE BEACH BOULEVARD & US 1 (FEDERAL HWY)

Growth Rate = 0.50% 0.50% Peak Season = 1.03 1.03 Buildout Year = 2020 2020 Years = 5 5

AM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 291 645 318 435 980 42 174 886 285 543 924 87 Peak Season Volume 300 664 328 448 1,009 43 179 913 294 559 952 90

Traffic Volume Growth 308 681 336 459 1,034 44 184 936 301 573 976 92 0

7th Avenue Village Committed Inbound Traffic Assignment 5% 5% 15% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 1 0 0 5 Outbound Traffic Volumes 0 0 0 0 0 0 0 -1 0 0 0 0 0 -5 Total 7th Avenue Village 0 0 0 0 0 0 0 -1 0 0 1 0 0 CVS Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 10 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 10 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment 10% 10% 30% Inbound Traffic Volumes 0 0 4 4 0 0 0 11 0 0 0 0 0 38 Outbound Traffic Assignment 10% 30% 10% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 11 34 11 0 113 Total Hallandale Oasis 0 0 4 4 0 0 0 11 0 11 34 11 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 9% 0% 0% 0% 3% 5% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 25 0 0 0 8 14 0 0 0 275 Outbound Traffic Assignment 3% 9% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 2 5 3 0 0 0 0 0 0 0 0 0 0 51 Total Domus Office 2 5 3 0 25 0 0 0 8 14 0 0 Hallandale Square Committed Inbound Traffic Assignment 25% 2% 26% 5% Inbound Traffic Volumes 0 0 0 13 1 0 0 0 0 0 14 3 0 52 Outbound Traffic Assignment 5% 5% 2% 26% 25% Outbound Traffic Volumes 6 6 2 0 0 0 0 31 30 0 0 0 0 119 Total Hallandale Square 6 6 2 13 1 0 0 31 30 0 14 3 Hallandale Artsquare Committed Inbound Traffic Assignment 25% Inbound Traffic Volumes 0 17 0 0 0 0 0 0 0 0 0 0 0 68 Outbound Traffic Assignment 40% Outbound Traffic Volumes 0 0 0 0 49 0 0 0 0 0 0 0 0 123 Total Hallandale Artsquare 0 17 0 0 49 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 74 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 117 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 316 709 345 476 1,109 44 184 977 339 598 1,025 106 0

Project Traffic Inbound Traffic Assignment 9.0% 3.0% 5.0% Inbound Traffic Volumes 0 0 0 0 36 0 0 0 12 20 0 0 0 404 Outbound Traffic Assignment 3.0% 9.0% 5.0% Outbound Traffic Volumes 2 6 3 0 0 0 0 0 0 0 0 0 0 69 Project Traffic 2 6 3 0 36 0 0 0 12 20 0 0

TOTAL TRAFFIC 318 715 348 476 1,145 44 184 977 351 618 1,025 106 0

PM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 514 936 323 361 1,028 73 169 898 245 562 1,021 160 Peak Season Volume 529 964 333 372 1,059 75 174 925 252 579 1,052 165

Traffic Volume Growth 527 960 331 370 1,054 75 173 921 251 576 1,047 164 0

7th Avenue Village Committed Inbound Traffic Assignment 5% 0% 0% 0% 0% 5% 0% 0% 0% 0% 15% 0% 0% Inbound Traffic Volumes 2 0 0 0 0 2 0 0 0 0 5 0 0 31 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 5% 15% 5% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 2 6 2 0 0 0 0 38 Total 7th Avenue Village 2 0 0 0 0 2 2 6 2 0 5 0 0 CVS Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 40 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 40 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment 0% 0% 10% 10% 0% 0% 0% 30% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 9 9 0 0 0 26 0 0 0 0 0 88 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% 30% 10% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 21 62 21 0 208 Total Hallandale Oasis 0 0 9 9 0 0 0 26 0 21 62 21 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 9% 0% 0% 0% 3% 5% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 10 0 0 0 3 6 0 0 0 114 Outbound Traffic Assignment 3% 9% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 8 25 14 0 0 0 0 0 0 0 0 0 0 279 Total Domus Office 8 25 14 0 10 0 0 0 3 6 0 0 Hallandale Square Committed Inbound Traffic Assignment 0% 0% 0% 25% 2% 0% 0% 0% 0% 0% 26% 5% 0% Inbound Traffic Volumes 0 0 0 88 7 0 0 0 0 0 91 18 0 350 Outbound Traffic Assignment 5% 5% 2% 0% 0% 0% 0% 26% 25% 0% 0% 0% 0% Outbound Traffic Volumes 36 36 14 0 0 0 0 185 178 0 0 0 0 711 Total Hallandale Square 36 36 14 88 7 0 0 185 178 0 91 18 Hallandale Artsquare Committed Inbound Traffic Assignment 0% 25% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 41 0 0 0 0 0 0 0 0 0 0 0 163 Outbound Traffic Assignment 0% 0% 0% 0% 40% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 54 0 0 0 0 0 0 0 0 134 Total Hallandale Artsquare 0 41 0 0 54 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 128 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 87 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 573 1,062 368 467 1,125 77 175 1,138 434 603 1,205 203 0

Project Traffic Inbound Traffic Assignment 0% 0% 0% 0% 9% 0% 0% 0% 3% 5% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 13 0 0 0 4 7 0 0 142 106 Outbound Traffic Assignment 3% 9% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 12 36 20 0 0 0 0 0 0 0 0 0 398 363 Project Traffic 12 36 20 0 13 0 0 0 4 7 0 0

TOTAL TRAFFIC 585 1,098 388 467 1,138 77 175 1,138 438 610 1,205 203 0 VOLUME DEVELOPMENT SHEET HALLANDALE BEACH BOULEVARD & DIXIE HIGHWAY

Growth Rate = 0.50% 0.50% Peak Season = 1 1 Buildout Year = 2020 2020 Years = 5 5

AM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 01/13/2015 0 0 0 218 570 38 0 1,228 34 105 1,353 0 Peak Season Volume 0 0 0 218 570 38 0 1,228 34 105 1,353 0

Traffic Volume Growth 0 0 0 224 584 39 0 1,259 35 108 1,387 0

7th Avenue Village Committed Inbound Traffic Assignment 6% 31% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 2 0 Outbound Traffic Assignment 31% 5% Outbound Traffic Volumes 0 0 0 0 0 0 0 -2 0 0 0 0 Total 7th Avenue Village 0 0 0 0 0 0 0 -2 0 0 2 0 CVS Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 12% 0% 0% 3% 21% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 33 0 0 8 58 0 0 0 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Total Domus Office 0 0 0 0 33 0 0 8 58 0 0 0 Hallandale Square Committed Inbound Traffic Assignment 31% Inbound Traffic Volumes 0 0 0 0 0 0 0 16 0 0 0 0 Outbound Traffic Assignment 26% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 31 0 Total Hallandale Square 0 0 0 0 0 0 0 16 0 0 31 0 Hallandale Artsquare Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Outbound Traffic Assignment 14% Outbound Traffic Volumes 0 0 0 0 17 0 0 0 0 0 0 0 Total Hallandale Artsquare 0 0 0 0 17 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 0 0 0 224 634 39 0 1,281 93 108 1,420 0

Project Traffic Inbound Traffic Assignment 12.0% 3.0% 21.0% Inbound Traffic Volumes 0 0 0 0 48 0 0 12 85 0 0 0 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Project Traffic 0 0 0 0 48 0 0 12 85 0 0 0

TOTAL TRAFFIC 0 0 0 224 682 39 0 1,293 178 108 1,420 0

PM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 01/13/2015 0 0 0 151 292 73 0 1,028 49 89 1,832 0 Peak Season Volume 0 0 0 151 292 73 0 1,028 49 89 1,832 0

Traffic Volume Growth 0 0 0 155 299 75 0 1,054 50 91 1,878 0

7th Avenue Village Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 6% 0% 0% 0% 0% 31% 0% Inbound Traffic Volumes 0 0 0 0 0 2 0 0 0 0 10 0 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 31% 5% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 12 2 0 0 0 Total 7th Avenue Village 0 0 0 0 0 2 0 12 2 0 10 0 CVS Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 VOLUME DEVELOPMENT SHEET HALLANDALE BEACH BOULEVARD &NE 1ST AVENUE

Growth Rate = 0.50% 0.50% Peak Season = 1 1 Buildout Year = 2016 2016 Years = 5 5

AM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 01/13/2015 174 132 66 0 0 0 30 1,402 0 0 1,280 22 Peak Season Volume 174 132 66 0 0 0 30 1,402 0 0 1,280 22

Traffic Volume Growth 178 135 68 0 0 0 31 1,437 0 0 1,312 23

7th Avenue Village Committed Inbound Traffic Assignment 5% 25% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 1 0 Outbound Traffic Assignment 6% 25% Outbound Traffic Volumes 0 0 0 0 0 0 0 -1 0 0 0 0 Total 7th Avenue Village 0 0 0 0 0 0 0 -1 0 0 1 0 CVS Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Outbound Traffic Assignment 18% 12% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 9 6 0 0 0 0 0 0 0 0 0 0 Total Domus Office 9 6 0 0 0 0 0 0 0 0 0 0 Hallandale Square Committed Inbound Traffic Assignment 31% Inbound Traffic Volumes 0 0 0 0 0 0 0 16 0 0 0 0 Outbound Traffic Assignment 26% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 31 0 Total Hallandale Square 0 0 0 0 0 0 0 16 0 0 31 0 Hallandale Artsquare Committed Inbound Traffic Assignment 14% Inbound Traffic Volumes 0 10 0 0 0 0 0 0 0 0 0 0 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Total Hallandale Artsquare 0 10 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 187 151 68 0 0 0 31 1,452 0 0 1,344 23

Project Traffic Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Outbound Traffic Assignment 18.0% 12.0% Outbound Traffic Volumes 12 8 0 0 0 0 0 0 0 0 0 0 Project Traffic 12 8 0 0 0 0 0 0 0 0 0 0

TOTAL TRAFFIC 199 159 68 0 0 0 31 1,452 0 0 1,344 23

PM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 01/13/2015 310 329 93 0 0 0 46 1,121 0 0 1,608 35 Peak Season Volume 310 329 93 0 0 0 46 1,121 0 0 1,608 35

Traffic Volume Growth 318 337 95 0 0 0 47 1,149 0 0 1,649 36

7th Avenue Village Committed Inbound Traffic Assignment 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 25% 0% Inbound Traffic Volumes 2 0 0 0 0 0 0 0 0 0 8 0 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 6% 25% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 2 10 0 0 0 0 Total 7th Avenue Village 2 0 0 0 0 0 2 10 0 0 8 0 CVS Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 VOLUME DEVELOPMENT SHEET 8TH AVENUE & HALLANDALE BEACH BOULEVARD

Growth Rate = 0.50% 0.50% Peak Season = 1.03 1.03 Buildout Year = 2020 2020 Years = 5 5

AM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 12 0 24 161 0 174 0 1,596 20 19 1,336 0 Peak Season Volume 12 0 25 166 0 179 0 1,644 21 20 1,376 0

Traffic Volume Growth 12 0 26 170 0 184 0 1,686 22 21 1,411 0

7th Avenue Village Committed Inbound Traffic Assignment 10% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 1 0 5 Outbound Traffic Assignment 3% 10% Outbound Traffic Volumes 0 0 0 0 0 0 0 -1 0 0 0 0 -5 Total 7th Avenue Village 0 0 0 0 0 0 0 -1 0 0 1 0 Hallandale Oasis Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 38 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 113 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 5% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 14 0 275 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 5% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 3 0 0 0 0 51 Total Domus Office 0 0 0 0 0 0 0 3 0 0 14 0 Hallandale Square Committed Inbound Traffic Assignment 2% 51% 10% Inbound Traffic Volumes 0 0 0 0 1 0 0 0 27 5 0 0 52 Outbound Traffic Assignment 51% 2% Outbound Traffic Volumes 61 2 0 0 0 0 0 0 0 0 0 0 119 Total Hallandale Square 61 2 0 0 1 0 0 0 27 5 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 68 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 123 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 74 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 117 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 73 2 26 170 1 184 0 1,688 49 26 1,426 0

Project Traffic Inbound Traffic Assignment 5.0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 20 0 404 Outbound Traffic Assignment 5.0% Outbound Traffic Volumes 0 0 0 0 0 0 0 3 0 0 0 0 69 Project Traffic 0 0 0 0 0 0 0 3 0 0 20 0

TOTAL TRAFFIC 73 2 26 170 1 184 0 1,691 49 26 1,446 0

PM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 24 0 43 114 4 134 0 1,452 22 17 1,724 0 Peak Season Volume 25 0 44 117 4 138 0 1,496 23 18 1,776 0

Traffic Volume Growth 26 0 45 120 4 141 0 1,534 24 18 1,821 0

7th Avenue Village Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 3 0 31 Outbound Traffic Assignment 3% 0% 0% 0% 0% 0% 0% 10% 0% 0% 0% 0% Outbound Traffic Volumes 1 0 0 0 0 0 0 4 0 0 0 0 38 Total 7th Avenue Village 1 0 0 0 0 0 0 4 0 0 3 0 CVS Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 88 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 208 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 5% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 6 0 114 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 5% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 14 0 0 0 0 279 Total Domus Office 0 0 0 0 0 0 0 14 0 0 6 0 Hallandale Square Committed Inbound Traffic Assignment 0% 0% 0% 0% 2% 0% 0% 0% 51% 10% 0% 0% Inbound Traffic Volumes 0 0 0 0 7 0 0 0 179 35 0 0 350 Outbound Traffic Assignment 51% 2% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 363 14 0 0 0 0 0 0 0 0 0 0 711 Total Hallandale Square 363 14 0 0 7 0 0 0 179 35 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 163 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 134 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 128 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 87 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 390 14 45 120 11 141 0 1,552 203 53 1,830 0

Project Traffic Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 5% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 5 0 106 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 5% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 18 0 0 0 0 363 Project Traffic 0 0 0 0 0 0 0 18 0 0 5 0

TOTAL TRAFFIC 390 14 45 120 11 141 0 1,570 203 53 1,835 0 VOLUME DEVELOPMENT SHEET 10TH AVENUE & HALLANDALE BEACH BOULEVARD

Growth Rate = 0.50% 0.50% Peak Season = 1.03 1.03 Buildout Year = 2020 2020 Years = 5 5

AM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 34 16 102 0 0 0 78 1,589 44 104 1,296 55 Peak Season Volume 35 16 105 0 0 0 80 1,637 45 107 1,335 57

Traffic Volume Growth 36 16 108 0 0 0 82 1,678 46 110 1,369 58 0

7th Avenue Village Committed Inbound Traffic Assignment 10% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 1 0 0 5 Outbound Traffic Assignment 10% Outbound Traffic Volumes 0 0 0 0 0 0 0 -1 0 0 0 0 0 -5 Total 7th Avenue Village 0 0 0 0 0 0 0 -1 0 0 1 0 0 CVS Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 10 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 10 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 38 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 113 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 5% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 14 0 0 275 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 3 0 0 0 0 0 51 Total Domus Office 0 0 0 0 0 0 0 3 0 0 14 0 Hallandale Square Committed Inbound Traffic Assignment 2% 5% Inbound Traffic Volumes 0 0 0 0 0 1 0 0 0 0 3 0 0 52 Outbound Traffic Assignment 2% 8% Outbound Traffic Volumes 0 2 10 0 0 0 0 0 0 0 0 0 0 119 Total Hallandale Square 0 2 10 0 0 1 0 0 0 0 3 0 Hallandale Artsquare Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 68 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 123 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 74 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 117 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 36 18 118 0 0 1 82 1,680 46 110 1,387 58 0

Project Traffic Inbound Traffic Assignment 5.0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 20 0 0 404 Outbound Traffic Assignment 5.0% Outbound Traffic Volumes 0 0 0 0 0 0 0 3 0 0 0 0 0 69 Project Traffic 0 0 0 0 0 0 0 3 0 0 20 0

TOTAL TRAFFIC 36 18 118 0 0 1 82 1,683 46 110 1,407 58 0

PM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 71 186 281 0 0 0 124 1,457 50 218 1,620 96 Peak Season Volume 73 192 289 0 0 0 128 1,501 52 225 1,669 99

Traffic Volume Growth 75 197 296 0 0 0 131 1,539 53 231 1,711 101 0

7th Avenue Village Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 3 0 0 31 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 4 0 0 0 0 0 38 Total 7th Avenue Village 0 0 0 0 0 0 0 4 0 0 3 0 0 CVS Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 40 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 40 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 88 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 208 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 5% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 6 0 0 114 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 14 0 0 0 0 0 279 Total Domus Office 0 0 0 0 0 0 0 14 0 0 6 0 Hallandale Square Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 2% 0% 0% 0% 0% 5% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 7 0 0 0 0 18 0 0 350 Outbound Traffic Assignment 0% 2% 8% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 14 57 0 0 0 0 0 0 0 0 0 0 711 Total Hallandale Square 0 14 57 0 0 7 0 0 0 0 18 0 Hallandale Artsquare Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 163 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 134 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 128 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 0 87 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 75 211 353 0 0 7 131 1,557 53 231 1,738 101 0

Project Traffic Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 5% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 7 0 142 106 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 20 0 0 0 0 398 363 Project Traffic 0 0 0 0 0 0 0 20 0 0 7 0

TOTAL TRAFFIC 75 211 353 0 0 7 131 1,577 53 231 1,745 101 0 VOLUME DEVELOPMENT SHEET County Line(215th street) & Dixie Highway

Growth Rate = 0.50% 0.50% Peak Season = 1.03 1.03 Buildout Year = 2020 2020 Years = 5 5

AM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 8 0 297 401 194 78 0 376 12 132 119 0 Peak Season Volume 8 0 306 413 200 80 0 387 12 136 123 0

Traffic Volume Growth 8 0 314 423 205 82 0 397 12 139 126 0

7th Avenue Village Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 5 Outbound Traffic Assignment 5% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 -5 Total 7th Avenue Village 0 0 0 0 0 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 10 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 10 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 38 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 113 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 275 Outbound Traffic Assignment 0% 0% 0% 0% 30% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 15 0 0 0 0 0 0 0 51 Total Domus Office 0 0 0 0 15 0 0 0 0 0 0 0 Hallandale Square Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 52 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 119 Total Hallandale Square 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 68 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 123 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 74 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 117 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 8 0 314 423 220 82 0 397 12 139 126 0

Project Traffic Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 404 Outbound Traffic Assignment 30.0% Outbound Traffic Volumes 0 0 0 0 21 0 0 0 0 0 0 0 69 Project Traffic 0 0 0 0 21 0 0 0 0 0 0 0

TOTAL TRAFFIC 8 0 314 423 241 82 0 397 12 139 126 0

PM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 35 0 276 203 231 71 0 190 9 111 344 0 Peak Season Volume 36 0 284 209 238 73 0 196 9 114 354 0

Traffic Volume Growth 37 0 291 214 244 75 0 201 9 117 363 0

7th Avenue Village Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 31 Outbound Traffic Assignment 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 2 0 0 0 0 0 0 0 38 Total 7th Avenue Village 0 0 0 0 2 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 88 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 208 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 114 Outbound Traffic Assignment 0% 0% 0% 0% 30% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 84 0 0 0 0 0 0 0 279 Total Domus Office 0 0 0 0 84 0 0 0 0 0 0 0 Hallandale Square Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 350 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 711 Total Hallandale Square 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 163 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 134 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 128 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 87 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 37 0 291 214 330 75 0 201 9 117 363 0

Project Traffic Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 106 Outbound Traffic Assignment 0% 0% 0% 0% 30% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 109 0 0 0 0 0 0 0 363 Project Traffic 0 0 0 0 109 0 0 0 0 0 0 0

TOTAL TRAFFIC 37 0 291 214 439 75 0 201 9 117 363 0 VOLUME DEVELOPMENT SHEET County Line Road(215th street) & SE 1st Avenue

Growth Rate = 0.50% 0.50% Peak Season = 1.03 1.03 Buildout Year = 2020 2020 Years = 5 5

AM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 133 98 0 0 45 122 341 0 736 0 0 0 Peak Season Volume 137 101 0 0 46 126 351 0 758 0 0 0

Traffic Volume Growth 140 104 0 0 47 129 360 0 777 0 0 0

7th Avenue Village Committed Inbound Traffic Assignment 5% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 5 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 -5 Total 7th Avenue Village 0 0 0 0 0 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 10 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 10 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 38 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 113 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 30% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 83 0 0 0 0 0 0 0 0 0 0 275 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 51 Total Domus Office 0 83 0 0 0 0 0 0 0 0 0 0 Hallandale Square Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 52 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 119 Total Hallandale Square 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 68 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 123 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 74 Outbound Traffic Assignment 4% Outbound Traffic Volumes 0 0 0 0 5 0 0 0 0 0 0 0 117 Total Gulfstream Point 0 0 0 0 5 0 0 0 0 0 0 0

2020 Background Traffic 140 187 0 0 52 129 360 0 777 0 0 0

Project Traffic Inbound Traffic Assignment 30.0% Inbound Traffic Volumes 0 121 0 0 0 0 0 0 0 0 0 0 404 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 69 Project Traffic 0 121 0 0 0 0 0 0 0 0 0 0

TOTAL TRAFFIC 140 308 0 0 52 129 360 0 777 0 0 0

PM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 315 258 0 0 8 145 408 0 265 0 0 0 Peak Season Volume 324 266 0 0 8 149 420 0 273 0 0 0

Traffic Volume Growth 332 273 0 0 8 153 431 0 280 0 0 0

7th Avenue Village Committed Inbound Traffic Assignment 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 2 0 0 0 0 0 0 0 0 0 0 31 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 38 Total 7th Avenue Village 0 2 0 0 0 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 88 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 208 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 30% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 34 0 0 0 0 0 0 0 0 0 0 114 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 279 Total Domus Office 0 34 0 0 0 0 0 0 0 0 0 0 Hallandale Square Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 350 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 711 Total Hallandale Square 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 163 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 134 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 128 Outbound Traffic Assignment 0% 0% 0% 0% 4% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 3 0 0 0 0 0 0 0 87 Total Gulfstream Point 0 0 0 0 3 0 0 0 0 0 0 0

2020 Background Traffic 332 309 0 0 11 153 431 0 280 0 0 0

Project Traffic Inbound Traffic Assignment 0% 30% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 32 0 0 0 0 0 0 0 0 0 0 106 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 363 Project Traffic 0 32 0 0 0 0 0 0 0 0 0 0

TOTAL TRAFFIC 332 341 0 0 11 153 431 0 280 0 0 0 VOLUME DEVELOPMENT SHEET 214TH TERRACE & SE 3RD AVENUE

Growth Rate = 0.50% 0.50% Peak Season = 1.03 1.03 Buildout Year = 2020 2020 Years = 5 5

AM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 0 0 0 21 0 1 1 26 0 0 5 1 Peak Season Volume 0 0 0 22 0 1 1 27 0 0 5 1

Traffic Volume Growth 0 0 0 23 0 1 1 28 0 0 5 1

7th Avenue Village Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 5 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 -5 Total 7th Avenue Village 0 0 0 0 0 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 10 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 10 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 38 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 113 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 10% 0% 0% 0% 7% 20% 0% 0% Inbound Traffic Volumes 0 0 0 0 28 0 0 0 19 55 0 0 275 Outbound Traffic Assignment 7% 10% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 4 5 10 0 0 0 0 0 0 0 0 0 51 Total Domus Office 4 5 10 0 28 0 0 0 19 55 0 0 Hallandale Square Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 52 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 119 Total Hallandale Square 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 68 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 123 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 74 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 117 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 4 5 10 23 28 1 1 28 19 55 5 1

Project Traffic Inbound Traffic Assignment 10.0% 7.0% 20.0% Inbound Traffic Volumes 0 0 0 0 40 0 0 0 28 81 0 0 404 Outbound Traffic Assignment 7.0% 10.0% 20.0% Outbound Traffic Volumes 5 7 14 0 0 0 0 0 0 0 0 0 69 Project Traffic 5 7 14 0 40 0 0 0 28 81 0 0

TOTAL TRAFFIC 9 12 24 23 68 1 1 28 47 136 5 1

PM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 0 0 0 3 0 3 4 4 0 0 22 63 Peak Season Volume 0 0 0 3 0 3 4 4 0 0 23 65

Traffic Volume Growth 0 0 0 3 0 3 4 4 0 0 24 67

7th Avenue Village Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 31 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 38 Total 7th Avenue Village 0 0 0 0 0 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 88 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 208 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 10% 0% 0% 0% 7% 20% 0% 0% Inbound Traffic Volumes 0 0 0 0 11 0 0 0 8 23 0 0 114 Outbound Traffic Assignment 7% 10% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 20 28 56 0 0 0 0 0 0 0 0 0 279 Total Domus Office 20 28 56 0 11 0 0 0 8 23 0 0 Hallandale Square Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 350 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 711 Total Hallandale Square 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 163 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 134 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 128 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 87 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 20 28 56 3 11 3 4 4 8 23 24 67

Project Traffic Inbound Traffic Assignment 0% 0% 0% 0% 10% 0% 0% 0% 7% 20% 0% 0% Inbound Traffic Volumes 0 0 0 0 11 0 0 0 7 21 0 0 106 Outbound Traffic Assignment 7% 10% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 25 36 73 0 0 0 0 0 0 0 0 0 363 Project Traffic 25 36 73 0 11 0 0 0 7 21 0 0

TOTAL TRAFFIC 45 64 129 3 22 3 4 4 15 44 24 67 VOLUME DEVELOPMENT SHEET 214th TRACE & OPTIMA GARAGE DRIVE

Growth Rate = 0.50% 0.50% Peak Season = 1.03 1.03 Buildout Year = 2020 2020 Years = 5 5

AM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 0 0 0 0 0 1 37 10 0 0 5 2 Peak Season Volume 0 0 0 0 0 1 38 10 0 0 5 2

Traffic Volume Growth 0 0 0 0 0 1 39 10 0 0 5 2

7th Avenue Village Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 5 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 -5 Total 7th Avenue Village 0 0 0 0 0 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 10 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 10 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 38 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 113 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 275 Outbound Traffic Assignment 0% 0% 0% 0% 0% 51% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 26 0 0 0 0 0 0 51 Total Domus Office 0 0 0 0 0 26 0 0 0 0 0 0 Hallandale Square Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 52 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 119 Total Hallandale Square 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 68 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 123 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 74 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 117 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 0 0 0 0 0 27 39 10 0 0 5 2

Project Traffic Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 404 Outbound Traffic Assignment 51.0% Outbound Traffic Volumes 0 0 0 0 0 35 0 0 0 0 0 0 69 Project Traffic 0 0 0 0 0 35 0 0 0 0 0 0

TOTAL TRAFFIC 0 0 0 0 0 62 39 10 0 0 5 2

PM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 0 0 0 1 0 76 0 7 0 0 8 1 Peak Season Volume 0 0 0 1 0 78 0 7 0 0 8 1

Traffic Volume Growth 0 0 0 1 0 80 0 7 0 0 8 1

7th Avenue Village Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 31 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 38 Total 7th Avenue Village 0 0 0 0 0 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 88 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 208 Total Hallandale Oasis 0 0 0 0 0 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 114 Outbound Traffic Assignment 0% 0% 0% 0% 0% 51% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 142 0 0 0 0 0 0 279 Total Domus Office 0 0 0 0 0 142 0 0 0 0 0 0 Hallandale Square Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 350 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 711 Total Hallandale Square 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 163 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 134 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 128 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 87 Total Gulfstream Point 0 0 0 0 0 0 0 0 0 0 0 0

2020 Background Traffic 0 0 0 1 0 222 0 7 0 0 8 1

Project Traffic Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 106 Outbound Traffic Assignment 0% 0% 0% 0% 0% 51% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 185 0 0 0 0 0 0 363 Project Traffic 0 0 0 0 0 185 0 0 0 0 0 0

TOTAL TRAFFIC 0 0 0 1 0 407 0 7 0 0 8 1 VOLUME DEVELOPMENT SHEET OPTIMA OFFICE DRIVEWAY & US 1

Growth Rate = 0.50% 0.50% Peak Season = 1.03 1.03 Buildout Year = 2020 2020 Years = 5 5

AM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 0 1,413 0 0 2,421 38 0 0 5 0 0 0 Peak Season Volume 0 1,455 0 0 2,494 39 0 0 5 0 0 0

Traffic Volume Growth 0 1,492 0 0 2,557 40 0 0 5 0 0 0

7th Avenue Village Committed Inbound Traffic Assignment 5% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 5 Outbound Traffic Assignment 5% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 -5 Total 7th Avenue Village 0 0 0 0 0 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 10 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 10 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment 10% Inbound Traffic Volumes 0 4 0 0 0 0 0 0 0 0 0 0 38 Outbound Traffic Assignment 10% Outbound Traffic Volumes 0 0 0 0 11 0 0 0 0 0 0 0 113 Total Hallandale Oasis 0 4 0 0 11 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 30% 0% 0% 0% 0% 70% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 83 0 0 0 0 193 0 0 0 0 0 0 275 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 17% 0% 30% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 9 0 15 0 0 0 51 Total Domus Office 83 0 0 0 0 193 9 0 15 0 0 0 Hallandale Square Committed Inbound Traffic Assignment 30% Inbound Traffic Volumes 0 16 0 0 0 0 0 0 0 0 0 0 52 Outbound Traffic Assignment 5% Outbound Traffic Volumes 0 0 0 0 6 0 0 0 0 0 0 0 119 Total Hallandale Square 0 16 0 0 6 0 0 0 0 0 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 68 Outbound Traffic Assignment Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 123 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment 48% Inbound Traffic Volumes 0 36 0 0 0 0 0 0 0 0 0 0 74 Outbound Traffic Assignment 25% 69% Outbound Traffic Volumes 0 29 0 0 81 0 0 0 0 0 0 0 117 Total Gulfstream Point 0 65 0 0 81 0 0 0 0 0 0 0

2020 Background Traffic 83 1,577 0 0 2,655 233 9 0 20 0 0 0

Project Traffic Inbound Traffic Assignment 30.0% 70.0% Inbound Traffic Volumes 121 0 0 0 0 283 0 0 0 0 0 0 404 Outbound Traffic Assignment 17.0% 30.0% Outbound Traffic Volumes 0 0 0 0 0 0 12 0 21 0 0 0 69 Project Traffic 121 0 0 0 0 283 12 0 21 0 0 0

TOTAL TRAFFIC 204 1,577 0 0 2,655 516 21 0 41 0 0 0

PM Peak Hour

Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 10/28/2015 0 2,073 0 0 1,888 13 0 0 39 0 0 0 Peak Season Volume 0 2,135 0 0 1,945 13 0 0 40 0 0 0

Traffic Volume Growth 0 2,189 0 0 1,994 13 0 0 41 0 0 0

7th Avenue Village Committed Inbound Traffic Assignment 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 2 0 0 0 0 0 0 0 0 0 0 31 Outbound Traffic Assignment 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 2 0 0 0 0 0 0 0 38 Total 7th Avenue Village 0 2 0 0 2 0 0 0 0 0 0 0 CVS Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 40 Total CVS 0 0 0 0 0 0 0 0 0 0 0 0 Hallandale Oasis Committed Inbound Traffic Assignment 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 9 0 0 0 0 0 0 0 0 0 0 88 Outbound Traffic Assignment 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 21 0 0 0 0 0 0 0 208 Total Hallandale Oasis 0 9 0 0 21 0 0 0 0 0 0 0 Domus Office Committed Inbound Traffic Assignment 30% 0% 0% 0% 0% 70% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 34 0 0 0 0 80 0 0 0 0 0 0 114 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 17% 0% 30% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 47 0 84 0 0 0 279 Total Domus Office 34 0 0 0 0 80 47 0 84 0 0 0 Hallandale Square Committed Inbound Traffic Assignment 0% 30% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 105 0 0 0 0 0 0 0 0 0 0 350 Outbound Traffic Assignment 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 36 0 0 0 0 0 0 0 711 Total Hallandale Square 0 105 0 0 36 0 0 0 0 0 0 0 Hallandale Artsquare Committed Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 163 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 0 0 0 0 0 0 134 Total Hallandale Artsquare 0 0 0 0 0 0 0 0 0 0 0 0 Gulfstream Point Committed Inbound Traffic Assignment 0% 48% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 61 0 0 0 0 0 0 0 0 0 0 128 Outbound Traffic Assignment 0% 25% 0% 0% 69% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 22 0 0 60 0 0 0 0 0 0 0 87 Total Gulfstream Point 0 83 0 0 60 0 0 0 0 0 0 0

2020 Background Traffic 34 2,388 0 0 2,113 93 47 0 125 0 0 0

Project Traffic Inbound Traffic Assignment 30% 0% 0% 0% 0% 70% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 32 0 0 0 0 74 0 0 0 0 0 0 106 Outbound Traffic Assignment 0% 0% 0% 0% 0% 0% 17% 0% 30% 0% 0% 0% Outbound Traffic Volumes 0 0 0 0 0 0 62 0 109 0 0 0 363 Project Traffic 32 0 0 0 0 74 62 0 109 0 0 0

TOTAL TRAFFIC 66 2,388 0 0 2,113 167 109 0 234 0 0 0 Traffic Impact Analysis

APPENDIX G: SIGNAL TIMING WORKSHEETS

k:\wpb_tpto\1401\140193000 optima plaza north\tia\1-5-2016 tia resubmittal\2016-01-06 optima plaza north tia.doc

Traffic Impact Analysis

APPENDIX H: INTERSECTION ANALYSIS

k:\wpb_tpto\1401\140193000 optima plaza north\tia\1-5-2016 tia resubmittal\2016-01-06 optima plaza north tia.doc Queues Future Total PM 1: Biscayne Boulevard & NE 213th Street 1/6/2016

Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 271 457 2618 168 435 2170 v/c Ratio 0.69 0.63 0.99 0.20 0.87 0.52 Control Delay 76.9 9.1 53.5 14.1 72.8 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 76.9 9.1 53.5 14.1 72.8 4.8 Queue Length 50th (ft) 142 0 ~986 50 435 209 Queue Length 95th (ft) 187 56 #1302 116 528 276 Internal Link Dist (ft) 379 211 420 Turn Bay Length (ft) Base Capacity (vph) 525 813 2638 856 625 4213 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.56 0.99 0.20 0.70 0.52 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis Future Total PM 1: Biscayne Boulevard & NE 213th Street 1/6/2016

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 249 420 2409 155 400 1996 Future Volume (vph) 249 420 2409 155 400 1996 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.88 0.91 1.00 1.00 0.91 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 2787 5085 1583 1770 5085 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 2787 5085 1583 1770 5085 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 271 457 2618 168 435 2170 RTOR Reduction (vph) 0 404 0 35 0 0 Lane Group Flow (vph) 271 53 2618 133 435 2170 Turn Type Prot Perm NA Perm Prot NA Protected Phases 8 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 18.4 18.4 83.0 83.0 45.1 132.6 Effective Green, g (s) 18.4 18.4 83.0 83.0 45.1 132.6 Actuated g/C Ratio 0.11 0.11 0.52 0.52 0.28 0.83 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 394 320 2637 821 498 4214 v/s Ratio Prot c0.08 c0.51 c0.25 0.43 v/s Ratio Perm 0.02 0.08 v/c Ratio 0.69 0.16 0.99 0.16 0.87 0.51 Uniform Delay, d1 68.0 63.9 38.2 20.2 54.7 4.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.9 0.2 15.9 0.4 15.5 0.5 Delay (s) 73.0 64.1 54.1 20.6 70.3 4.5 Level of Service E E D C E A Approach Delay (s) 67.4 52.1 15.5 Approach LOS E D B Intersection Summary HCM 2000 Control Delay 38.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.92 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 87.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 2 Queues Future Total PM 2: US 1 & SE 9th Street 1/6/2016

Lane Group EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 66 86 87 45 118 2859 37 39 2506 v/c Ratio 0.54 0.66 0.66 0.19 0.74 0.82 0.03 0.31 0.78 Control Delay 43.9 95.3 95.1 1.9 97.9 22.5 0.1 82.9 25.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.9 95.3 95.1 1.9 97.9 22.5 0.1 82.9 25.2 Queue Length 50th (ft) 19 95 96 0 125 763 0 21 660 Queue Length 95th (ft) 72 157 158 0 193 1031 0 42 929 Internal Link Dist (ft) 1532 73 674 1939 Turn Bay Length (ft) Base Capacity (vph) 225 241 244 327 192 3500 1125 356 3228 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.36 0.36 0.14 0.61 0.82 0.03 0.11 0.78 Intersection Summary

Synchro 9 Report Page 3 HCM Signalized Intersection Capacity Analysis Future Total PM 2: US 1 & SE 9th Street 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 12 5 44 146 13 41 109 2630 34 36 2294 12 Future Volume (vph) 12 5 44 146 13 41 109 2630 34 36 2294 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.5 6.5 7.0 7.0 7.0 7.0 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.97 0.91 Frt 0.90 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.99 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1663 1681 1698 1583 1770 5085 1583 3433 5081 Flt Permitted 0.99 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1663 1681 1698 1583 1770 5085 1583 3433 5081 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 13 5 48 159 14 45 118 2859 37 39 2493 13 RTOR Reduction (vph) 0 46 0 0 0 41 0 0 12 0 0 0 Lane Group Flow (vph) 0 20 0 86 87 4 118 2859 25 39 2506 0 Turn Type Split NA Split NA Prot Prot NA Perm Prot NA Protected Phases 4 4 8 8 8 5 2 1 6 Permitted Phases 2 Actuated Green, G (s) 7.6 12.8 12.8 12.8 14.8 111.1 111.1 5.0 103.8 Effective Green, g (s) 7.6 12.8 12.8 12.8 14.8 111.1 111.1 5.0 103.8 Actuated g/C Ratio 0.05 0.08 0.08 0.08 0.09 0.68 0.68 0.03 0.63 Clearance Time (s) 6.5 6.5 6.5 6.5 7.0 7.0 7.0 7.0 4.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 1.5 3.0 3.0 1.5 3.0 Lane Grp Cap (vph) 77 131 132 123 160 3455 1075 104 3225 v/s Ratio Prot c0.01 0.05 c0.05 0.00 c0.07 c0.56 0.01 0.49 v/s Ratio Perm 0.02 v/c Ratio 0.26 0.66 0.66 0.03 0.74 0.83 0.02 0.38 0.78 Uniform Delay, d1 75.2 73.2 73.2 69.6 72.5 19.2 8.5 77.7 21.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 8.7 8.7 0.0 14.1 2.4 0.0 0.8 1.9 Delay (s) 75.9 81.9 82.0 69.6 86.6 21.6 8.6 78.5 23.4 Level of Service E F F E F C A E C Approach Delay (s) 75.9 79.4 24.0 24.3 Approach LOS E E C C Intersection Summary HCM 2000 Control Delay 26.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 163.5 Sum of lost time (s) 27.0 Intersection Capacity Utilization 83.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 4 Queues Future Total PM 3: US 1 & 3 rd Street 1/6/2016

Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 177 234 318 76 138 141 1766 21 107 1944 v/c Ratio 0.77 0.81 0.86 0.20 0.20 0.76 1.13 0.03 0.56 0.97 Control Delay 87.2 63.6 82.9 51.4 7.2 93.5 106.2 0.1 63.5 67.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 87.2 63.6 82.9 51.4 7.2 93.5 106.2 0.1 63.5 67.0 Queue Length 50th (ft) 182 159 325 67 0 146 ~1113 0 58 685 Queue Length 95th (ft) 254 246 414 108 31 219 #1526 0 m61 m#967 Internal Link Dist (ft) 717 185 1939 1261 Turn Bay Length (ft) 150 150 300 375 Base Capacity (vph) 442 476 430 453 782 206 1566 761 364 1996 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.40 0.49 0.74 0.17 0.18 0.68 1.13 0.03 0.29 0.97 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 5 HCM Signalized Intersection Capacity Analysis Future Total PM 3: US 1 & 3 rd Street 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 163 57 158 293 70 127 130 1625 19 98 1776 13 Future Volume (vph) 163 57 158 293 70 127 130 1625 19 98 1776 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 0.97 0.91 Frt 1.00 0.89 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1657 1770 1863 2787 1770 3539 1583 3433 5080 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 1657 1770 1863 2787 1770 3539 1583 3433 5080 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 177 62 172 318 76 138 141 1766 21 107 1930 14 RTOR Reduction (vph) 0 72 0 0 0 109 0 0 12 0 1 0 Lane Group Flow (vph) 177 162 0 318 76 29 141 1766 9 107 1943 0 Turn Type Split NA Split NA Prot Prot NA Perm Prot NA Protected Phases 4 4 8 8 8 5 2 1 6 Permitted Phases 2 Actuated Green, G (s) 21.0 21.0 33.3 33.3 33.3 16.9 70.8 70.8 8.9 62.8 Effective Green, g (s) 21.0 21.0 33.3 33.3 33.3 16.9 70.8 70.8 8.9 62.8 Actuated g/C Ratio 0.13 0.13 0.21 0.21 0.21 0.11 0.44 0.44 0.06 0.39 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 1.5 3.0 3.0 1.5 3.0 Lane Grp Cap (vph) 232 217 368 387 580 186 1566 700 190 1993 v/s Ratio Prot c0.10 0.10 c0.18 0.04 0.01 c0.08 c0.50 0.03 0.38 v/s Ratio Perm 0.01 v/c Ratio 0.76 0.75 0.86 0.20 0.05 0.76 1.13 0.01 0.56 0.98 Uniform Delay, d1 67.1 66.9 61.2 52.3 50.7 69.6 44.6 25.0 73.7 47.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.49 Incremental Delay, d2 12.5 11.5 18.0 0.1 0.0 14.5 66.3 0.0 0.2 2.6 Delay (s) 79.6 78.4 79.1 52.4 50.7 84.0 110.9 25.0 62.9 73.7 Level of Service E E E D D F F C E E Approach Delay (s) 78.9 67.9 108.0 73.2 Approach LOS E E F E Intersection Summary HCM 2000 Control Delay 86.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.01 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 26.0 Intersection Capacity Utilization 99.7% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 6 Queues Future Total PM 4: Dixie Highway & 3rd Street 1/6/2016

Lane Group EBT WBT SBL SBT Lane Group Flow (vph) 170 451 229 558 v/c Ratio 0.39 0.58 0.52 0.45 Control Delay 42.6 16.1 45.1 39.5 Queue Delay 0.9 4.4 0.0 0.0 Total Delay 43.5 20.4 45.1 39.5 Queue Length 50th (ft) 113 239 161 136 Queue Length 95th (ft) 189 m296 242 173 Internal Link Dist (ft) 99 25 1263 Turn Bay Length (ft) Base Capacity (vph) 435 777 443 1265 Starvation Cap Reductn 0 246 0 0 Spillback Cap Reductn 105 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.52 0.85 0.52 0.44 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 7 HCM Signalized Intersection Capacity Analysis Future Total PM 4: Dixie Highway & 3rd Street 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 132 25 56 359 0 0 0 0 211 458 55 Future Volume (vph) 0 132 25 56 359 0 0 0 0 211 458 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 3.0 3.0 Lane Util. Factor 1.00 1.00 1.00 0.91 Frt 0.98 1.00 1.00 0.98 Flt Protected 1.00 0.99 0.95 1.00 Satd. Flow (prot) 1823 1850 1770 5003 Flt Permitted 1.00 0.96 0.95 1.00 Satd. Flow (perm) 1823 1795 1770 5003 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 143 27 61 390 0 0 0 0 229 498 60 RTOR Reduction (vph) 0 5 0 0 0 0 0 0 0 0 13 0 Lane Group Flow (vph) 0 165 0 0 451 0 0 0 0 229 545 0 Turn Type NA Prot NA Split NA Protected Phases 4 2 4 2 1 9 1 9 Permitted Phases Actuated Green, G (s) 29.5 82.1 31.0 31.0 Effective Green, g (s) 29.5 82.1 26.5 26.5 Actuated g/C Ratio 0.24 0.66 0.21 0.21 Clearance Time (s) 4.5 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 429 1201 374 1059 v/s Ratio Prot c0.09 c0.16 c0.13 0.11 v/s Ratio Perm 0.09 v/c Ratio 0.38 0.38 0.61 0.52 Uniform Delay, d1 40.2 9.8 44.6 43.6 Progression Factor 1.00 0.48 1.00 1.00 Incremental Delay, d2 0.6 0.1 3.0 0.4 Delay (s) 40.7 4.8 47.6 44.0 Level of Service D A D D Approach Delay (s) 40.7 4.8 0.0 45.1 Approach LOS D A A D Intersection Summary HCM 2000 Control Delay 31.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 125.1 Sum of lost time (s) 16.5 Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 8 Queues Future Total PM 5: 1st Avenue & 3rd Street 1/6/2016

Lane Group EBT WBT WBR NBT Lane Group Flow (vph) 362 226 137 943 v/c Ratio 0.52 0.49 0.28 0.98 Control Delay 9.1 45.4 7.8 69.4 Queue Delay 1.2 1.6 0.0 28.6 Total Delay 10.2 47.0 7.8 98.0 Queue Length 50th (ft) 93 159 0 402 Queue Length 95th (ft) 78 250 52 #576 Internal Link Dist (ft) 25 225 2634 Turn Bay Length (ft) Base Capacity (vph) 777 462 495 964 Starvation Cap Reductn 221 0 0 0 Spillback Cap Reductn 0 109 0 85 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.65 0.64 0.28 1.07 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Synchro 9 Report Page 9 HCM Signalized Intersection Capacity Analysis Future Total PM 5: 1st Avenue & 3rd Street 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 50 283 0 0 208 126 197 661 10 0 0 0 Future Volume (vph) 50 283 0 0 208 126 197 661 10 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 3.0 3.0 4.5 Lane Util. Factor 1.00 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 Flt Protected 0.99 1.00 1.00 0.99 Satd. Flow (prot) 1849 1863 1583 3493 Flt Permitted 0.96 1.00 1.00 0.99 Satd. Flow (perm) 1781 1863 1583 3493 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 54 308 0 0 226 137 214 718 11 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 103 0 1 0 0 0 0 Lane Group Flow (vph) 0 362 0 0 226 34 0 942 0 0 0 0 Turn Type Prot NA NA Perm Split NA Protected Phases 8 8 7 7 10 3 10 3 Permitted Phases 7 Actuated Green, G (s) 78.5 31.0 31.0 36.1 Effective Green, g (s) 78.5 31.0 31.0 36.1 Actuated g/C Ratio 0.63 0.25 0.25 0.29 Clearance Time (s) 3.0 3.0 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 1143 461 392 1007 v/s Ratio Prot c0.12 c0.12 c0.27 v/s Ratio Perm 0.08 0.02 v/c Ratio 0.32 0.49 0.09 0.94 Uniform Delay, d1 10.8 40.3 36.2 43.4 Progression Factor 0.22 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.8 0.1 15.2 Delay (s) 2.5 41.1 36.3 58.5 Level of Service A D D E Approach Delay (s) 2.5 39.3 58.5 0.0 Approach LOS A D E A Intersection Summary HCM 2000 Control Delay 42.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 125.1 Sum of lost time (s) 16.5 Intersection Capacity Utilization 63.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 10 Queues Future Total PM 6: US 1 & Hallandale Beach Boulevard 1/6/2016

Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 190 1713 663 1531 636 1193 422 508 1321 v/c Ratio 0.88 0.96 1.44 1.03 1.29 0.89 0.56 1.03 0.79 Control Delay 99.3 50.6 252.8 74.9 202.6 56.6 7.5 113.7 58.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 99.3 50.6 252.8 74.9 202.6 56.6 7.5 113.7 58.6 Queue Length 50th (ft) 161 499 ~477 ~630 ~444 376 35 ~291 374 Queue Length 95th (ft) #312 #578 m#536 m#629 m#409 m287 m30 #412 420 Internal Link Dist (ft) 1701 611 1261 282 Turn Bay Length (ft) 445 420 Base Capacity (vph) 237 1789 461 1489 493 1334 747 493 1671 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.80 0.96 1.44 1.03 1.29 0.89 0.56 1.03 0.79 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 11 HCM Signalized Intersection Capacity Analysis Future Total PM 6: US 1 & Hallandale Beach Boulevard 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 175 1138 438 610 1205 203 585 1098 388 467 1138 77 Future Volume (vph) 175 1138 438 610 1205 203 585 1098 388 467 1138 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.5 6.5 7.0 8.0 6.5 7.0 8.0 Lane Util. Factor 1.00 0.86 0.97 0.91 0.97 0.91 1.00 0.97 0.86 Frt 1.00 0.96 1.00 0.98 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 6141 3433 4975 3433 5085 1583 3433 6347 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 6141 3433 4975 3433 5085 1583 3433 6347 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 190 1237 476 663 1310 221 636 1193 422 508 1237 84 RTOR Reduction (vph) 0 44 0 0 14 0 0 0 43 0 7 0 Lane Group Flow (vph) 190 1669 0 663 1517 0 636 1193 379 508 1314 0 Turn Type Prot NA Prot NA Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 2 Actuated Green, G (s) 19.5 45.5 21.5 47.5 23.0 42.0 63.5 23.0 42.0 Effective Green, g (s) 19.5 45.5 21.5 47.5 23.0 42.0 63.5 23.0 42.0 Actuated g/C Ratio 0.12 0.28 0.13 0.30 0.14 0.26 0.40 0.14 0.26 Clearance Time (s) 6.5 6.5 6.5 6.5 7.0 8.0 6.5 7.0 8.0 Vehicle Extension (s) 1.5 2.5 1.5 2.5 1.5 2.5 1.5 1.5 2.5 Lane Grp Cap (vph) 215 1746 461 1476 493 1334 628 493 1666 v/s Ratio Prot 0.11 0.27 c0.19 c0.30 c0.19 c0.23 0.08 0.15 0.21 v/s Ratio Perm 0.16 v/c Ratio 0.88 0.96 1.44 1.03 1.29 0.89 0.60 1.03 0.79 Uniform Delay, d1 69.1 56.3 69.2 56.2 68.5 56.9 38.3 68.5 54.9 Progression Factor 0.92 0.69 1.09 0.95 1.36 0.93 0.23 1.00 1.00 Incremental Delay, d2 30.7 12.4 203.5 24.3 136.2 3.9 0.4 48.6 3.9 Delay (s) 94.2 51.0 279.2 77.4 229.5 56.5 9.4 117.1 58.8 Level of Service F D F E F E A F E Approach Delay (s) 55.3 138.4 96.6 75.0 Approach LOS E F F E Intersection Summary HCM 2000 Control Delay 93.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.11 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 28.0 Intersection Capacity Utilization 99.1% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 12 Queues Future Total PM 7: Hallandale Beach Boulevard & Dixie Highway 1/6/2016

Lane Group EBT WBL WBT SBT Lane Group Flow (vph) 1391 99 2253 627 v/c Ratio 0.67 0.85 0.88 0.71 Control Delay 40.3 100.2 14.6 67.7 Queue Delay 0.4 94.6 46.6 0.0 Total Delay 40.7 194.8 61.2 67.7 Queue Length 50th (ft) 429 99 917 179 Queue Length 95th (ft) 484 m94 m669 208 Internal Link Dist (ft) 2134 49 537 Turn Bay Length (ft) Base Capacity (vph) 2062 116 2558 1315 Starvation Cap Reductn 0 83 783 0 Spillback Cap Reductn 240 0 0 1 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.76 3.00 1.27 0.48 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 13 HCM Signalized Intersection Capacity Analysis Future Total PM 7: Hallandale Beach Boulevard & Dixie Highway 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1181 98 91 2073 0 0 0 0 155 345 77 Future Volume (vph) 0 1181 98 91 2073 0 0 0 0 155 345 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 Lane Util. Factor 0.91 1.00 0.91 0.86 Frt 0.99 1.00 1.00 0.98 Flt Protected 1.00 0.95 1.00 0.99 Satd. Flow (prot) 5027 1770 5085 6196 Flt Permitted 1.00 0.95 1.00 0.99 Satd. Flow (perm) 5027 1770 5085 6196 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1284 107 99 2253 0 0 0 0 168 375 84 RTOR Reduction (vph) 0 6 0 0 0 0 0 0 0 0 19 0 Lane Group Flow (vph) 0 1385 0 99 2253 0 0 0 0 0 608 0 Turn Type NA Prot NA Perm NA Protected Phases 2 3 1 1 2 3 4 Permitted Phases 4 Actuated Green, G (s) 65.5 10.5 80.5 22.4 Effective Green, g (s) 65.5 10.5 80.5 22.4 Actuated g/C Ratio 0.41 0.07 0.50 0.14 Clearance Time (s) 4.5 4.5 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 2057 116 2558 867 v/s Ratio Prot 0.28 0.06 c0.44 v/s Ratio Perm 0.10 v/c Ratio 0.67 0.85 0.88 0.70 Uniform Delay, d1 38.5 74.0 35.5 65.6 Progression Factor 1.00 1.31 0.39 1.00 Incremental Delay, d2 0.9 5.7 0.4 2.6 Delay (s) 39.4 102.3 14.4 68.2 Level of Service D F B E Approach Delay (s) 39.4 18.1 0.0 68.2 Approach LOS D B A E Intersection Summary HCM 2000 Control Delay 32.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 22.5 Intersection Capacity Utilization 104.3% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 14 Queues Future Total PM 8: 1st Avenue & Hallandale Beach Boulevard 1/6/2016

Lane Group EBL EBT WBT NBL NBT NBR Lane Group Flow (vph) 53 1378 2041 473 475 103 v/c Ratio 0.11 0.40 1.06 0.98 0.94 0.20 Control Delay 23.5 0.5 55.9 93.1 83.1 9.1 Queue Delay 1.6 0.2 15.5 48.4 0.0 0.0 Total Delay 25.0 0.7 71.3 141.5 83.1 9.1 Queue Length 50th (ft) 45 2 ~876 493 487 1 Queue Length 95th (ft) m70 2 m755 #792 #772 52 Internal Link Dist (ft) 49 1701 1266 Turn Bay Length (ft) Base Capacity (vph) 591 3766 1918 482 507 505 Starvation Cap Reductn 431 1381 0 0 0 0 Spillback Cap Reductn 0 0 301 299 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.58 1.26 2.58 0.94 0.20 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 15 HCM Signalized Intersection Capacity Analysis Future Total PM 8: 1st Avenue & Hallandale Beach Boulevard 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 49 1268 0 0 1842 36 435 437 95 0 0 0 Future Volume (vph) 49 1268 0 0 1842 36 435 437 95 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 5085 5071 1770 1863 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 5085 5071 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 53 1378 0 0 2002 39 473 475 103 0 0 0 RTOR Reduction (vph) 0 0 0 0 1 0 0 0 74 0 0 0 Lane Group Flow (vph) 53 1378 0 0 2040 0 473 475 29 0 0 0 Turn Type Prot NA NA Split NA Prot Protected Phases 8 9 6 7 8 9 6 7 10 10 10 Permitted Phases Actuated Green, G (s) 42.4 107.4 60.5 43.6 43.6 43.6 Effective Green, g (s) 42.4 107.4 60.5 43.6 43.6 43.6 Actuated g/C Ratio 0.26 0.67 0.38 0.27 0.27 0.27 Clearance Time (s) 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 469 3413 1917 482 507 431 v/s Ratio Prot 0.03 c0.27 c0.40 c0.27 0.26 0.02 v/s Ratio Perm v/c Ratio 0.11 0.40 1.06 0.98 0.94 0.07 Uniform Delay, d1 44.6 11.9 49.8 57.8 56.9 43.1 Progression Factor 0.53 0.02 0.50 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.1 30.2 36.0 24.9 0.1 Delay (s) 23.7 0.3 55.0 93.8 81.8 43.2 Level of Service C A E F F D Approach Delay (s) 1.1 55.0 83.4 0.0 Approach LOS A E F A Intersection Summary HCM 2000 Control Delay 44.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 22.5 Intersection Capacity Utilization 104.3% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 16 Queues Future Total PM 9: Hallandale Beach Boulevard & E 8th Avenue 1/6/2016

Lane Group EBT EBR WBL WBT NBT SBL SBT SBR Lane Group Flow (vph) 1707 221 58 1995 488 130 12 153 v/c Ratio 0.72 0.27 0.42 0.74 1.71 0.32 0.03 0.37 Control Delay 35.1 10.4 48.7 22.8 368.9 53.6 48.0 30.9 Queue Delay 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.5 10.4 48.7 22.9 368.9 53.6 48.0 30.9 Queue Length 50th (ft) 373 41 33 246 ~772 114 10 73 Queue Length 95th (ft) m366 m47 m56 369 #1047 180 29 145 Internal Link Dist (ft) 611 578 210 703 Turn Bay Length (ft) 150 150 Base Capacity (vph) 2376 824 194 2860 286 409 430 418 Starvation Cap Reductn 226 0 0 21 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.27 0.30 0.70 1.71 0.32 0.03 0.37 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 17 HCM Signalized Intersection Capacity Analysis Future Total PM 9: Hallandale Beach Boulevard & E 8th Avenue 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1570 203 53 1835 0 390 14 45 120 11 141 Future Volume (vph) 0 1570 203 53 1835 0 390 14 45 120 11 141 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.99 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.96 0.95 1.00 1.00 Satd. Flow (prot) 5085 1583 1770 5085 1761 1770 1863 1583 Flt Permitted 1.00 1.00 0.05 1.00 0.96 0.95 1.00 1.00 Satd. Flow (perm) 5085 1583 100 5085 1761 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1707 221 58 1995 0 424 15 49 130 12 153 RTOR Reduction (vph) 0 0 85 0 0 0 0 3 0 0 0 53 Lane Group Flow (vph) 0 1707 136 58 1995 0 0 485 0 130 12 100 Turn Type NA Perm pm+pt NA Split NA Split NA Perm Protected Phases 4 3 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 74.3 74.3 85.6 85.6 25.8 36.1 36.1 36.1 Effective Green, g (s) 74.3 74.3 85.6 85.6 25.8 36.1 36.1 36.1 Actuated g/C Ratio 0.46 0.46 0.53 0.53 0.16 0.23 0.23 0.23 Clearance Time (s) 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2361 735 124 2720 283 399 420 357 v/s Ratio Prot 0.34 0.02 c0.39 c0.28 c0.07 0.01 v/s Ratio Perm 0.09 0.23 0.06 v/c Ratio 0.72 0.18 0.47 0.73 1.72 0.33 0.03 0.28 Uniform Delay, d1 34.6 25.1 26.6 28.5 67.1 51.8 48.3 51.2 Progression Factor 0.99 1.34 2.35 0.74 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.1 1.9 0.7 336.6 2.2 0.1 2.0 Delay (s) 34.6 33.7 64.5 21.9 403.7 53.9 48.4 53.2 Level of Service C C E C F D D D Approach Delay (s) 34.5 23.1 403.7 53.3 Approach LOS C C F D Intersection Summary HCM 2000 Control Delay 68.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 79.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 18 Queues Future Total PM 10: Hallandale Beach Boulevard & E 10th Avenue 1/6/2016

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBT Lane Group Flow (vph) 142 1714 58 251 1897 110 74 237 384 8 v/c Ratio 0.71 0.68 0.07 0.73 0.78 0.14 0.14 0.42 0.59 0.08 Control Delay 117.0 8.6 0.3 83.0 37.0 8.5 43.1 47.9 26.7 0.0 Queue Delay 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 117.0 8.8 0.3 83.0 37.0 8.5 43.1 47.9 26.7 0.0 Queue Length 50th (ft) 158 69 1 132 574 20 60 210 164 0 Queue Length 95th (ft) m216 m68 m1 183 625 55 112 323 304 0 Internal Link Dist (ft) 578 589 252 700 Turn Bay Length (ft) 180 65 475 180 Base Capacity (vph) 459 2780 884 375 2436 796 542 569 647 102 Starvation Cap Reductn 0 300 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.69 0.07 0.67 0.78 0.14 0.14 0.42 0.59 0.08 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 19 HCM Signalized Intersection Capacity Analysis Future Total PM 10: Hallandale Beach Boulevard & E 10th Avenue 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 131 1577 53 231 1745 101 75 211 353 0 0 7 Future Volume (vph) 131 1577 53 231 1745 101 75 211 353 0 0 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.0 Lane Util. Factor 1.00 0.91 1.00 0.97 0.91 1.00 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 5085 1583 3433 5085 1583 1681 1767 1583 0 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1770 5085 1583 3433 5085 1583 1681 1767 1583 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 142 1714 58 251 1897 110 82 229 384 0 0 8 RTOR Reduction (vph) 0 0 21 0 0 37 0 0 137 0 8 0 Lane Group Flow (vph) 142 1714 37 251 1897 73 74 237 247 0 0 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 Permitted Phases 4 8 2 Actuated Green, G (s) 18.2 79.0 79.0 15.9 76.7 76.7 51.6 51.6 51.6 0.0 Effective Green, g (s) 18.2 79.0 79.0 15.9 76.7 76.7 51.6 51.6 51.6 0.0 Actuated g/C Ratio 0.11 0.49 0.49 0.10 0.48 0.48 0.32 0.32 0.32 0.00 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 201 2510 781 341 2437 758 542 569 510 0 v/s Ratio Prot c0.08 0.34 0.07 c0.37 0.04 0.13 v/s Ratio Perm 0.02 0.05 c0.16 v/c Ratio 0.71 0.68 0.05 0.74 0.78 0.10 0.14 0.42 0.48 0.00 Uniform Delay, d1 68.3 30.9 21.0 70.0 34.6 22.7 38.4 42.4 43.5 80.0 Progression Factor 1.53 0.25 0.03 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.6 0.5 0.0 8.0 1.6 0.1 0.5 2.2 3.3 0.0 Delay (s) 112.4 8.2 0.6 78.0 36.2 22.8 38.9 44.7 46.8 80.0 Level of Service F A A E D C D D D E Approach Delay (s) 15.7 40.2 45.2 80.0 Approach LOS B D D E Intersection Summary HCM 2000 Control Delay 31.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 20 Queues Future Total PM 11: Dixie Highway & County Line Road 1/6/2016

Lane Group EBT WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 228 522 40 316 233 477 82 v/c Ratio 0.52 1.01 0.34 0.47 0.29 0.57 0.11 Control Delay 42.0 53.2 38.0 6.1 17.5 22.2 4.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.0 53.2 38.0 6.1 17.5 22.2 4.0 Queue Length 50th (ft) 64 ~85 18 0 82 197 0 Queue Length 95th (ft) 109 m#471 57 66 143 312 25 Internal Link Dist (ft) 628 59 2638 Turn Bay Length (ft) Base Capacity (vph) 795 516 119 671 1082 1139 999 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 16 0 0 6 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.29 1.01 0.34 0.48 0.22 0.42 0.08 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 21 HCM Signalized Intersection Capacity Analysis Future Total PM 11: Dixie Highway & County Line Road 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 201 9 117 363 0 37 0 291 214 439 75 Future Volume (vph) 0 201 9 117 363 0 37 0 291 214 439 75 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 1.00 0.99 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3516 1840 1770 1583 1770 1863 1583 Flt Permitted 1.00 0.99 0.23 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3516 1840 427 1583 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 218 10 127 395 0 40 0 316 233 477 82 RTOR Reduction (vph) 0 3 0 0 0 0 0 0 227 0 0 45 Lane Group Flow (vph) 0 225 0 0 522 0 40 0 89 233 477 37 Turn Type NA Split NA D.Pm Prot custom NA Perm Protected Phases 1 4 4 2 3 2 3 Permitted Phases 2 2 2 3 Actuated Green, G (s) 11.2 25.6 25.6 25.6 36.3 40.8 40.8 Effective Green, g (s) 11.2 25.6 25.6 25.6 36.3 40.8 40.8 Actuated g/C Ratio 0.12 0.28 0.28 0.28 0.40 0.45 0.45 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 432 517 119 444 792 834 708 v/s Ratio Prot c0.06 c0.28 0.06 0.03 c0.26 v/s Ratio Perm 0.09 0.10 0.02 v/c Ratio 0.52 1.01 0.34 0.20 0.29 0.57 0.05 Uniform Delay, d1 37.4 32.8 26.0 24.9 19.0 18.7 14.2 Progression Factor 1.00 0.38 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 34.8 7.5 1.0 0.2 1.0 0.0 Delay (s) 38.6 47.2 33.5 26.0 19.2 19.6 14.2 Level of Service D D C C B B B Approach Delay (s) 38.6 47.2 26.8 18.9 Approach LOS D D C B Intersection Summary HCM 2000 Control Delay 30.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 91.1 Sum of lost time (s) 18.0 Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 22 Queues Future Total PM 12: County Line Road & 1st Avenue 1/6/2016

Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 468 304 361 371 12 166 v/c Ratio 0.43 0.28 0.92 0.71 0.02 0.29 Control Delay 4.8 0.6 64.2 39.6 26.9 6.3 Queue Delay 0.1 0.2 2.7 0.0 0.0 0.2 Total Delay 4.9 0.8 66.9 39.6 26.9 6.5 Queue Length 50th (ft) 48 0 198 188 5 0 Queue Length 95th (ft) 45 0 #431 #366 21 51 Internal Link Dist (ft) 59 64 2634 Turn Bay Length (ft) Base Capacity (vph) 1569 1438 392 523 523 563 Starvation Cap Reductn 289 470 0 0 0 0 Spillback Cap Reductn 0 0 9 0 0 90 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.37 0.31 0.94 0.71 0.02 0.35 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Synchro 9 Report Page 23 HCM Signalized Intersection Capacity Analysis Future Total PM 12: County Line Road & 1st Avenue 1/6/2016

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 431 280 332 341 11 153 Future Volume (vph) 431 280 332 341 11 153 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1770 1863 1863 1583 Flt Permitted 0.95 1.00 0.75 1.00 1.00 1.00 Satd. Flow (perm) 1770 1583 1397 1863 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 468 304 361 371 12 166 RTOR Reduction (vph) 0 115 0 0 0 119 Lane Group Flow (vph) 468 189 361 371 12 47 Turn Type Prot Prot Perm NA NA Prot Protected Phases 5 5 8 8 8 Permitted Phases 8 Actuated Green, G (s) 56.5 56.5 25.6 25.6 25.6 25.6 Effective Green, g (s) 56.5 56.5 25.6 25.6 25.6 25.6 Actuated g/C Ratio 0.62 0.62 0.28 0.28 0.28 0.28 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1097 981 392 523 523 444 v/s Ratio Prot c0.26 0.12 0.20 0.01 0.03 v/s Ratio Perm c0.26 v/c Ratio 0.43 0.19 0.92 0.71 0.02 0.11 Uniform Delay, d1 8.9 7.5 31.8 29.4 23.7 24.3 Progression Factor 0.40 0.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.1 29.3 7.9 0.1 0.5 Delay (s) 3.8 0.1 61.1 37.3 23.8 24.7 Level of Service A A E D C C Approach Delay (s) 2.4 49.0 24.7 Approach LOS A D C Intersection Summary HCM 2000 Control Delay 25.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 91.1 Sum of lost time (s) 18.0 Intersection Capacity Utilization 56.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 24 HCM Unsignalized Intersection Capacity Analysis Future Total PM 13: E 1st Avenue & NE 214th Terr 1/6/2016

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 0 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 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 144 pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 100 cM capacity (veh/h) 1023 1085 1623 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay (s) 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15

Synchro 9 Report Page 25 HCM Unsignalized Intersection Capacity Analysis Future Total PM 14: SE 3rd Ave & SE 10th Ct 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 4 4 15 44 24 67 45 64 129 3 22 3 Future Volume (Veh/h) 4 4 15 44 24 67 45 64 129 3 22 3 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) 4 4 16 48 26 73 49 70 140 3 24 3 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 99 20 194 215 12 354 186 62 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 99 20 194 215 12 354 186 62 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 % 100 97 93 89 87 99 96 100 cM capacity (veh/h) 1494 1596 725 660 1069 468 685 1002 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 24 147 259 30 Volume Left 4 48 49 3 Volume Right 16 73 140 3 cSH 1494 1596 850 675 Volume to Capacity 0.00 0.03 0.30 0.04 Queue Length 95th (ft) 0 2 32 3 Control Delay (s) 1.3 2.5 11.1 10.6 Lane LOS A A B B Approach Delay (s) 1.3 2.5 11.1 10.6 Approach LOS B B Intersection Summary Average Delay 7.8 Intersection Capacity Utilization 40.9% ICU Level of Service A Analysis Period (min) 15

Synchro 9 Report Page 26 HCM Unsignalized Intersection Capacity Analysis Future Total PM 37: NE 214th Terr & SE 3rd Ave 1/6/2016

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 7 8 1 1 407 Future Volume (Veh/h) 0 7 8 1 1 407 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 8 9 1 1 442 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 10 18 10 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 10 18 10 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 59 cM capacity (veh/h) 1610 1000 1072 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 8 10 443 Volume Left 0 0 1 Volume Right 0 1 442 cSH 1610 1700 1072 Volume to Capacity 0.00 0.01 0.41 Queue Length 95th (ft) 0 0 51 Control Delay (s) 0.0 0.0 10.7 Lane LOS B Approach Delay (s) 0.0 0.0 10.7 Approach LOS B Intersection Summary Average Delay 10.3 Intersection Capacity Utilization 35.3% ICU Level of Service A Analysis Period (min) 15

Synchro 9 Report Page 27 HCM Unsignalized Intersection Capacity Analysis Future Total PM 41: Optima Office Drive 1/6/2016

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 683 66 2388 2113 167 Future Volume (Veh/h) 0 683 66 2388 2113 167 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) 0 742 72 2596 2297 182 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 500 754 pX, platoon unblocked 0.68 0.64 0.64 vC, conflicting volume 3397 857 2479 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 1341 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 0 78 cM capacity (veh/h) 544 694 326 Direction, Lane # EB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 Volume Total 742 72 865 865 865 919 919 641 Volume Left 0 72 0 0 0 0 0 0 Volume Right 742 0 0 0 0 0 0 182 cSH 694 326 1700 1700 1700 1700 1700 1700 Volume to Capacity 1.07 0.22 0.51 0.51 0.51 0.54 0.54 0.38 Queue Length 95th (ft) 499 21 0 0 0 0 0 0 Control Delay (s) 78.2 19.1 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS F C Approach Delay (s) 78.2 0.5 0.0 Approach LOS F Intersection Summary Average Delay 10.1 Intersection Capacity Utilization 93.5% ICU Level of Service F Analysis Period (min) 15

Synchro 9 Report Page 28 HCM Unsignalized Intersection Capacity Analysis Future Total PM 46: Optima Drive 1/6/2016

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 0 0 0 Future Volume (Veh/h) 0 0 0 0 0 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) 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 1623 1023 1085 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 0 0 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 Control Delay (s) 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15

Synchro 9 Report Page 29 Queues Future Background PM 1: Biscayne Boulevard & NE 213th Street 1/6/2016

Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 271 443 2597 168 391 2095 v/c Ratio 0.69 0.62 0.94 0.19 0.86 0.50 Control Delay 76.9 9.1 42.7 12.7 74.2 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 76.9 9.1 42.7 12.7 74.2 4.7 Queue Length 50th (ft) 142 0 916 47 392 197 Queue Length 95th (ft) 187 55 #1238 110 483 260 Internal Link Dist (ft) 379 211 420 Turn Bay Length (ft) Base Capacity (vph) 525 801 2758 892 625 4213 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.55 0.94 0.19 0.63 0.50 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis Future Background PM 1: Biscayne Boulevard & NE 213th Street 1/6/2016

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 249 408 2389 155 360 1927 Future Volume (vph) 249 408 2389 155 360 1927 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.88 0.91 1.00 1.00 0.91 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 2787 5085 1583 1770 5085 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 2787 5085 1583 1770 5085 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 271 443 2597 168 391 2095 RTOR Reduction (vph) 0 392 0 34 0 0 Lane Group Flow (vph) 271 51 2597 134 391 2095 Turn Type Prot Perm NA Perm Prot NA Protected Phases 8 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 18.4 18.4 86.8 86.8 41.3 132.6 Effective Green, g (s) 18.4 18.4 86.8 86.8 41.3 132.6 Actuated g/C Ratio 0.11 0.11 0.54 0.54 0.26 0.83 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 394 320 2758 858 456 4214 v/s Ratio Prot c0.08 c0.51 c0.22 0.41 v/s Ratio Perm 0.02 0.08 v/c Ratio 0.69 0.16 0.94 0.16 0.86 0.50 Uniform Delay, d1 68.0 63.8 34.2 18.3 56.5 4.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.9 0.2 8.1 0.4 14.7 0.4 Delay (s) 73.0 64.1 42.3 18.7 71.2 4.4 Level of Service E E D B E A Approach Delay (s) 67.4 40.9 14.9 Approach LOS E D B Intersection Summary HCM 2000 Control Delay 33.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.89 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 84.5% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 2 Queues Future Background PM 2: US 1 & SE 9th Street 1/6/2016

Lane Group EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 66 86 87 45 118 2551 37 39 2199 v/c Ratio 0.54 0.66 0.66 0.19 0.74 0.73 0.03 0.31 0.68 Control Delay 43.9 95.3 95.1 1.9 97.9 19.1 0.1 82.9 22.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.9 95.3 95.1 1.9 97.9 19.1 0.1 82.9 22.0 Queue Length 50th (ft) 19 95 96 0 125 597 0 21 516 Queue Length 95th (ft) 72 157 158 0 193 813 0 42 734 Internal Link Dist (ft) 1532 73 674 1939 Turn Bay Length (ft) Base Capacity (vph) 225 241 244 327 192 3500 1125 356 3228 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.36 0.36 0.14 0.61 0.73 0.03 0.11 0.68 Intersection Summary

Synchro 9 Report Page 3 HCM Signalized Intersection Capacity Analysis Future Background PM 2: US 1 & SE 9th Street 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 12 5 44 146 13 41 109 2347 34 36 2011 12 Future Volume (vph) 12 5 44 146 13 41 109 2347 34 36 2011 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.5 6.5 7.0 7.0 7.0 7.0 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.97 0.91 Frt 0.90 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.99 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1663 1681 1698 1583 1770 5085 1583 3433 5081 Flt Permitted 0.99 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1663 1681 1698 1583 1770 5085 1583 3433 5081 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 13 5 48 159 14 45 118 2551 37 39 2186 13 RTOR Reduction (vph) 0 46 0 0 0 41 0 0 12 0 0 0 Lane Group Flow (vph) 0 20 0 86 87 4 118 2551 25 39 2199 0 Turn Type Split NA Split NA Prot Prot NA Perm Prot NA Protected Phases 4 4 8 8 8 5 2 1 6 Permitted Phases 2 Actuated Green, G (s) 7.6 12.8 12.8 12.8 14.8 111.1 111.1 5.0 103.8 Effective Green, g (s) 7.6 12.8 12.8 12.8 14.8 111.1 111.1 5.0 103.8 Actuated g/C Ratio 0.05 0.08 0.08 0.08 0.09 0.68 0.68 0.03 0.63 Clearance Time (s) 6.5 6.5 6.5 6.5 7.0 7.0 7.0 7.0 4.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 1.5 3.0 3.0 1.5 3.0 Lane Grp Cap (vph) 77 131 132 123 160 3455 1075 104 3225 v/s Ratio Prot c0.01 0.05 c0.05 0.00 c0.07 c0.50 0.01 0.43 v/s Ratio Perm 0.02 v/c Ratio 0.26 0.66 0.66 0.03 0.74 0.74 0.02 0.38 0.68 Uniform Delay, d1 75.2 73.2 73.2 69.6 72.5 16.9 8.5 77.7 19.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 8.7 8.7 0.0 14.1 1.5 0.0 0.8 1.2 Delay (s) 75.9 81.9 82.0 69.6 86.6 18.3 8.6 78.5 20.4 Level of Service E F F E F B A E C Approach Delay (s) 75.9 79.4 21.1 21.4 Approach LOS E E C C Intersection Summary HCM 2000 Control Delay 24.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 163.5 Sum of lost time (s) 27.0 Intersection Capacity Utilization 77.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 4 Queues Future Background PM 3: US 1 & 3 rd Street 1/6/2016

Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 177 234 318 76 138 141 1699 21 107 1925 v/c Ratio 0.77 0.81 0.86 0.20 0.20 0.76 1.08 0.03 0.56 0.96 Control Delay 87.2 63.6 82.9 51.4 7.2 93.5 90.5 0.1 65.3 68.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 87.2 63.6 82.9 51.4 7.2 93.5 90.5 0.1 65.3 68.8 Queue Length 50th (ft) 182 159 325 67 0 146 ~1037 0 58 677 Queue Length 95th (ft) 254 246 414 108 31 219 #1451 0 m62 m#957 Internal Link Dist (ft) 717 185 1939 1261 Turn Bay Length (ft) 150 150 300 375 Base Capacity (vph) 442 476 430 453 782 206 1566 761 364 1996 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.40 0.49 0.74 0.17 0.18 0.68 1.08 0.03 0.29 0.96 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 5 HCM Signalized Intersection Capacity Analysis Future Background PM 3: US 1 & 3 rd Street 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 163 57 158 293 70 127 130 1563 19 98 1758 13 Future Volume (vph) 163 57 158 293 70 127 130 1563 19 98 1758 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 0.97 0.91 Frt 1.00 0.89 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1657 1770 1863 2787 1770 3539 1583 3433 5080 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 1657 1770 1863 2787 1770 3539 1583 3433 5080 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 177 62 172 318 76 138 141 1699 21 107 1911 14 RTOR Reduction (vph) 0 72 0 0 0 109 0 0 12 0 1 0 Lane Group Flow (vph) 177 162 0 318 76 29 141 1699 9 107 1924 0 Turn Type Split NA Split NA Prot Prot NA Perm Prot NA Protected Phases 4 4 8 8 8 5 2 1 6 Permitted Phases 2 Actuated Green, G (s) 21.0 21.0 33.3 33.3 33.3 16.9 70.8 70.8 8.9 62.8 Effective Green, g (s) 21.0 21.0 33.3 33.3 33.3 16.9 70.8 70.8 8.9 62.8 Actuated g/C Ratio 0.13 0.13 0.21 0.21 0.21 0.11 0.44 0.44 0.06 0.39 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 1.5 3.0 3.0 1.5 3.0 Lane Grp Cap (vph) 232 217 368 387 580 186 1566 700 190 1993 v/s Ratio Prot c0.10 0.10 c0.18 0.04 0.01 c0.08 c0.48 0.03 0.38 v/s Ratio Perm 0.01 v/c Ratio 0.76 0.75 0.86 0.20 0.05 0.76 1.08 0.01 0.56 0.97 Uniform Delay, d1 67.1 66.9 61.2 52.3 50.7 69.6 44.6 25.0 73.7 47.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.48 Incremental Delay, d2 12.5 11.5 18.0 0.1 0.0 14.5 49.5 0.0 0.5 4.6 Delay (s) 79.6 78.4 79.1 52.4 50.7 84.0 94.1 25.0 63.4 75.2 Level of Service E E E D D F F C E E Approach Delay (s) 78.9 67.9 92.6 74.6 Approach LOS E E F E Intersection Summary HCM 2000 Control Delay 81.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.98 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 26.0 Intersection Capacity Utilization 98.0% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 6 Queues Future Background PM 4: Dixie Highway & 3rd Street 1/6/2016

Lane Group EBT WBT SBL SBT Lane Group Flow (vph) 170 451 229 534 v/c Ratio 0.39 0.58 0.53 0.43 Control Delay 42.3 14.4 45.4 39.9 Queue Delay 0.9 3.2 0.0 0.0 Total Delay 43.3 17.6 45.4 39.9 Queue Length 50th (ft) 111 213 161 131 Queue Length 95th (ft) 189 m316 242 167 Internal Link Dist (ft) 99 25 1263 Turn Bay Length (ft) Base Capacity (vph) 437 780 442 1264 Starvation Cap Reductn 0 228 0 0 Spillback Cap Reductn 106 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.51 0.82 0.52 0.42 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 7 HCM Signalized Intersection Capacity Analysis Future Background PM 4: Dixie Highway & 3rd Street 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 132 25 56 359 0 0 0 0 211 458 33 Future Volume (vph) 0 132 25 56 359 0 0 0 0 211 458 33 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 3.0 3.0 Lane Util. Factor 1.00 1.00 1.00 0.91 Frt 0.98 1.00 1.00 0.99 Flt Protected 1.00 0.99 0.95 1.00 Satd. Flow (prot) 1823 1850 1770 5034 Flt Permitted 1.00 0.96 0.95 1.00 Satd. Flow (perm) 1823 1795 1770 5034 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 143 27 61 390 0 0 0 0 229 498 36 RTOR Reduction (vph) 0 5 0 0 0 0 0 0 0 0 7 0 Lane Group Flow (vph) 0 165 0 0 451 0 0 0 0 229 527 0 Turn Type NA Prot NA Split NA Protected Phases 4 2 2 4 1 9 1 9 Permitted Phases Actuated Green, G (s) 29.5 82.1 30.6 30.6 Effective Green, g (s) 29.5 82.1 26.1 26.1 Actuated g/C Ratio 0.24 0.66 0.21 0.21 Clearance Time (s) 4.5 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 431 1204 370 1053 v/s Ratio Prot c0.09 c0.16 c0.13 0.10 v/s Ratio Perm 0.09 v/c Ratio 0.38 0.37 0.62 0.50 Uniform Delay, d1 39.9 9.7 44.8 43.5 Progression Factor 1.00 0.42 1.00 1.00 Incremental Delay, d2 0.6 0.1 3.1 0.4 Delay (s) 40.5 4.2 47.9 43.9 Level of Service D A D D Approach Delay (s) 40.5 4.2 0.0 45.1 Approach LOS D A A D Intersection Summary HCM 2000 Control Delay 31.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 124.7 Sum of lost time (s) 16.5 Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 8 Queues Future Background PM 5: 1st Avenue & 3rd Street 1/6/2016

Lane Group EBT WBT WBR NBT Lane Group Flow (vph) 362 226 137 825 v/c Ratio 0.52 0.49 0.28 0.85 Control Delay 9.1 45.1 7.8 53.0 Queue Delay 1.2 1.5 0.0 4.4 Total Delay 10.3 46.7 7.8 57.4 Queue Length 50th (ft) 92 157 0 333 Queue Length 95th (ft) 78 250 52 #464 Internal Link Dist (ft) 25 225 2634 Turn Bay Length (ft) Base Capacity (vph) 780 463 496 966 Starvation Cap Reductn 223 0 0 0 Spillback Cap Reductn 0 109 0 88 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.65 0.64 0.28 0.94 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Synchro 9 Report Page 9 HCM Signalized Intersection Capacity Analysis Future Background PM 5: 1st Avenue & 3rd Street 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 50 283 0 0 208 126 197 552 10 0 0 0 Future Volume (vph) 50 283 0 0 208 126 197 552 10 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 3.0 3.0 4.5 Lane Util. Factor 1.00 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 Flt Protected 0.99 1.00 1.00 0.99 Satd. Flow (prot) 1849 1863 1583 3487 Flt Permitted 0.96 1.00 1.00 0.99 Satd. Flow (perm) 1781 1863 1583 3487 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 54 308 0 0 226 137 214 600 11 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 103 0 1 0 0 0 0 Lane Group Flow (vph) 0 362 0 0 226 34 0 824 0 0 0 0 Turn Type Prot NA NA Perm Split NA Protected Phases 8 8 7 7 10 3 10 3 Permitted Phases 7 Actuated Green, G (s) 78.1 31.0 31.0 36.1 Effective Green, g (s) 78.1 31.0 31.0 36.1 Actuated g/C Ratio 0.63 0.25 0.25 0.29 Clearance Time (s) 3.0 3.0 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 1141 463 393 1009 v/s Ratio Prot c0.12 c0.12 c0.24 v/s Ratio Perm 0.08 0.02 v/c Ratio 0.32 0.49 0.09 0.82 Uniform Delay, d1 10.9 40.1 36.0 41.2 Progression Factor 0.22 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.8 0.1 5.2 Delay (s) 2.5 40.9 36.1 46.4 Level of Service A D D D Approach Delay (s) 2.5 39.1 46.4 0.0 Approach LOS A D D A Intersection Summary HCM 2000 Control Delay 34.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 124.7 Sum of lost time (s) 16.5 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 10 Queues Future Background PM 6: US 1 & Hallandale Beach Boulevard 1/6/2016

Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 190 1709 655 1531 623 1154 400 508 1307 v/c Ratio 0.88 0.95 1.42 1.03 1.26 0.87 0.54 1.03 0.78 Control Delay 98.3 50.2 246.1 74.6 193.8 55.8 7.6 113.7 58.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 98.3 50.2 246.1 74.6 193.8 55.8 7.6 113.7 58.3 Queue Length 50th (ft) 161 497 ~467 ~629 ~429 356 33 ~291 369 Queue Length 95th (ft) #315 #576 m#529 m#630 m#416 m287 m31 #412 414 Internal Link Dist (ft) 1701 611 1261 282 Turn Bay Length (ft) 445 420 Base Capacity (vph) 237 1790 461 1489 493 1334 747 493 1671 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.80 0.95 1.42 1.03 1.26 0.87 0.54 1.03 0.78 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 11 HCM Signalized Intersection Capacity Analysis Future Background PM 6: US 1 & Hallandale Beach Boulevard 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 175 1138 434 603 1205 203 573 1062 368 467 1125 77 Future Volume (vph) 175 1138 434 603 1205 203 573 1062 368 467 1125 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.5 6.5 7.0 8.0 6.5 7.0 8.0 Lane Util. Factor 1.00 0.86 0.97 0.91 0.97 0.91 1.00 0.97 0.86 Frt 1.00 0.96 1.00 0.98 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 6142 3433 4975 3433 5085 1583 3433 6346 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 6142 3433 4975 3433 5085 1583 3433 6346 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 190 1237 472 655 1310 221 623 1154 400 508 1223 84 RTOR Reduction (vph) 0 43 0 0 14 0 0 0 43 0 7 0 Lane Group Flow (vph) 190 1666 0 655 1517 0 623 1154 357 508 1300 0 Turn Type Prot NA Prot NA Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 2 Actuated Green, G (s) 19.5 45.5 21.5 47.5 23.0 42.0 63.5 23.0 42.0 Effective Green, g (s) 19.5 45.5 21.5 47.5 23.0 42.0 63.5 23.0 42.0 Actuated g/C Ratio 0.12 0.28 0.13 0.30 0.14 0.26 0.40 0.14 0.26 Clearance Time (s) 6.5 6.5 6.5 6.5 7.0 8.0 6.5 7.0 8.0 Vehicle Extension (s) 1.5 2.5 1.5 2.5 1.5 2.5 1.5 1.5 2.5 Lane Grp Cap (vph) 215 1746 461 1476 493 1334 628 493 1665 v/s Ratio Prot 0.11 0.27 c0.19 c0.30 c0.18 c0.23 0.08 0.15 0.20 v/s Ratio Perm 0.15 v/c Ratio 0.88 0.95 1.42 1.03 1.26 0.87 0.57 1.03 0.78 Uniform Delay, d1 69.1 56.2 69.2 56.2 68.5 56.3 37.6 68.5 54.7 Progression Factor 0.90 0.69 1.10 0.94 1.36 0.92 0.24 1.00 1.00 Incremental Delay, d2 30.7 12.1 196.0 24.4 125.8 3.5 0.3 48.6 3.7 Delay (s) 93.2 50.7 272.0 77.1 219.0 55.6 9.4 117.1 58.4 Level of Service F D F E F E A F E Approach Delay (s) 54.9 135.5 93.9 74.9 Approach LOS D F F E Intersection Summary HCM 2000 Control Delay 91.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.10 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 28.0 Intersection Capacity Utilization 98.2% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 12 Queues Future Background PM 7: Hallandale Beach Boulevard & Dixie Highway 1/6/2016

Lane Group EBT WBL WBT SBT Lane Group Flow (vph) 1363 99 2253 613 v/c Ratio 0.66 0.85 0.88 0.72 Control Delay 39.9 102.1 13.6 68.4 Queue Delay 0.4 94.6 46.5 0.0 Total Delay 40.2 196.7 60.1 68.4 Queue Length 50th (ft) 418 98 917 174 Queue Length 95th (ft) 471 m97 m618 204 Internal Link Dist (ft) 2134 49 537 Turn Bay Length (ft) Base Capacity (vph) 2067 116 2558 1313 Starvation Cap Reductn 0 83 732 0 Spillback Cap Reductn 243 0 0 1 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.75 3.00 1.23 0.47 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 13 HCM Signalized Intersection Capacity Analysis Future Background PM 7: Hallandale Beach Boulevard & Dixie Highway 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1178 76 91 2073 0 0 0 0 155 332 77 Future Volume (vph) 0 1178 76 91 2073 0 0 0 0 155 332 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 Lane Util. Factor 0.91 1.00 0.91 0.86 Frt 0.99 1.00 1.00 0.98 Flt Protected 1.00 0.95 1.00 0.99 Satd. Flow (prot) 5039 1770 5085 6191 Flt Permitted 1.00 0.95 1.00 0.99 Satd. Flow (perm) 5039 1770 5085 6191 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1280 83 99 2253 0 0 0 0 168 361 84 RTOR Reduction (vph) 0 5 0 0 0 0 0 0 0 0 20 0 Lane Group Flow (vph) 0 1358 0 99 2253 0 0 0 0 0 593 0 Turn Type NA Prot NA Perm NA Protected Phases 2 3 1 1 2 3 4 Permitted Phases 4 Actuated Green, G (s) 65.5 10.5 80.5 21.7 Effective Green, g (s) 65.5 10.5 80.5 21.7 Actuated g/C Ratio 0.41 0.07 0.50 0.14 Clearance Time (s) 4.5 4.5 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 2062 116 2558 839 v/s Ratio Prot 0.27 0.06 c0.44 v/s Ratio Perm 0.10 v/c Ratio 0.66 0.85 0.88 0.71 Uniform Delay, d1 38.2 74.0 35.5 66.1 Progression Factor 1.00 1.34 0.37 1.00 Incremental Delay, d2 0.8 5.7 0.4 2.7 Delay (s) 39.0 104.5 13.4 68.8 Level of Service D F B E Approach Delay (s) 39.0 17.2 0.0 68.8 Approach LOS D B A E Intersection Summary HCM 2000 Control Delay 31.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 22.5 Intersection Capacity Utilization 100.2% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 14 Queues Future Background PM 8: 1st Avenue & Hallandale Beach Boulevard 1/6/2016

Lane Group EBL EBT WBT NBL NBT NBR Lane Group Flow (vph) 53 1378 2041 402 427 103 v/c Ratio 0.12 0.41 1.06 0.82 0.83 0.20 Control Delay 23.7 0.5 56.2 69.0 69.0 9.0 Queue Delay 1.4 0.2 15.5 61.7 0.0 0.0 Total Delay 25.1 0.7 71.6 130.8 69.0 9.0 Queue Length 50th (ft) 45 2 ~876 396 421 1 Queue Length 95th (ft) m71 2 m760 #611 #644 51 Internal Link Dist (ft) 49 1701 1266 Turn Bay Length (ft) Base Capacity (vph) 591 3766 1918 490 516 512 Starvation Cap Reductn 423 1321 0 0 0 0 Spillback Cap Reductn 0 0 304 303 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.32 0.56 1.26 2.15 0.83 0.20 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 15 HCM Signalized Intersection Capacity Analysis Future Background PM 8: 1st Avenue & Hallandale Beach Boulevard 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 49 1268 0 0 1842 36 370 393 95 0 0 0 Future Volume (vph) 49 1268 0 0 1842 36 370 393 95 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 5085 5071 1770 1863 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 5085 5071 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 53 1378 0 0 2002 39 402 427 103 0 0 0 RTOR Reduction (vph) 0 0 0 0 1 0 0 0 74 0 0 0 Lane Group Flow (vph) 53 1378 0 0 2040 0 402 427 29 0 0 0 Turn Type Prot NA NA Perm NA Perm Protected Phases 8 9 6 7 8 9 6 7 10 Permitted Phases 10 10 Actuated Green, G (s) 41.7 106.7 60.5 44.3 44.3 44.3 Effective Green, g (s) 41.7 106.7 60.5 44.3 44.3 44.3 Actuated g/C Ratio 0.26 0.67 0.38 0.28 0.28 0.28 Clearance Time (s) 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 461 3391 1917 490 515 438 v/s Ratio Prot 0.03 c0.27 c0.40 c0.23 v/s Ratio Perm 0.23 0.02 v/c Ratio 0.11 0.41 1.06 0.82 0.83 0.07 Uniform Delay, d1 45.1 12.2 49.8 54.1 54.3 42.6 Progression Factor 0.53 0.02 0.51 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.1 30.2 10.6 10.6 0.1 Delay (s) 23.9 0.3 55.4 64.7 64.9 42.7 Level of Service C A E E E D Approach Delay (s) 1.1 55.4 62.4 0.0 Approach LOS A E E A Intersection Summary HCM 2000 Control Delay 39.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 22.5 Intersection Capacity Utilization 100.2% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 16 Queues Future Background PM 9: Hallandale Beach Boulevard & E 8th Avenue 1/6/2016

Lane Group EBT EBR WBL WBT NBT SBL SBT SBR Lane Group Flow (vph) 1687 221 58 1989 488 130 12 153 v/c Ratio 0.72 0.27 0.42 0.74 1.68 0.32 0.03 0.37 Control Delay 35.9 10.6 48.0 23.4 355.9 53.6 48.0 30.9 Queue Delay 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.2 10.6 48.0 23.4 355.9 53.6 48.0 30.9 Queue Length 50th (ft) 372 43 32 253 ~762 114 10 73 Queue Length 95th (ft) m358 m47 m55 366 #1047 180 29 145 Internal Link Dist (ft) 611 578 210 703 Turn Bay Length (ft) 150 150 Base Capacity (vph) 2367 822 194 2860 291 409 430 418 Starvation Cap Reductn 219 0 0 20 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.27 0.30 0.70 1.68 0.32 0.03 0.37 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 17 HCM Signalized Intersection Capacity Analysis Future Background PM 9: Hallandale Beach Boulevard & E 8th Avenue 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1552 203 53 1830 0 390 14 45 120 11 141 Future Volume (vph) 0 1552 203 53 1830 0 390 14 45 120 11 141 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.99 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.96 0.95 1.00 1.00 Satd. Flow (prot) 5085 1583 1770 5085 1761 1770 1863 1583 Flt Permitted 1.00 1.00 0.06 1.00 0.96 0.95 1.00 1.00 Satd. Flow (perm) 5085 1583 103 5085 1761 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1687 221 58 1989 0 424 15 49 130 12 153 RTOR Reduction (vph) 0 0 87 0 0 0 0 3 0 0 0 53 Lane Group Flow (vph) 0 1687 134 58 1989 0 0 485 0 130 12 100 Turn Type NA Perm pm+pt NA Split NA Split NA Perm Protected Phases 4 3 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 73.8 73.8 85.1 85.1 26.3 36.1 36.1 36.1 Effective Green, g (s) 73.8 73.8 85.1 85.1 26.3 36.1 36.1 36.1 Actuated g/C Ratio 0.46 0.46 0.53 0.53 0.16 0.23 0.23 0.23 Clearance Time (s) 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2345 730 125 2704 289 399 420 357 v/s Ratio Prot 0.33 0.02 c0.39 c0.28 c0.07 0.01 v/s Ratio Perm 0.08 0.23 0.06 v/c Ratio 0.72 0.18 0.46 0.74 1.68 0.33 0.03 0.28 Uniform Delay, d1 34.8 25.4 26.6 28.8 66.8 51.8 48.3 51.2 Progression Factor 1.00 1.40 2.38 0.76 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.1 1.8 0.7 320.6 2.2 0.1 2.0 Delay (s) 35.3 35.7 65.1 22.5 387.5 53.9 48.4 53.2 Level of Service D D E C F D D D Approach Delay (s) 35.4 23.7 387.5 53.3 Approach LOS D C F D Intersection Summary HCM 2000 Control Delay 67.7 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 79.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 18 Queues Future Background PM 10: Hallandale Beach Boulevard & E 10th Avenue 1/6/2016

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBT Lane Group Flow (vph) 142 1692 58 251 1889 110 74 237 384 8 v/c Ratio 0.71 0.68 0.07 0.73 0.78 0.14 0.14 0.41 0.59 0.08 Control Delay 117.0 8.6 0.3 83.0 37.2 8.5 42.8 47.5 26.4 0.0 Queue Delay 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 117.0 8.7 0.3 83.0 37.2 8.5 42.8 47.5 26.4 0.0 Queue Length 50th (ft) 158 69 1 132 582 21 58 207 161 0 Queue Length 95th (ft) m220 m68 m1 183 621 55 112 323 303 0 Internal Link Dist (ft) 578 589 252 700 Turn Bay Length (ft) 180 65 475 180 Base Capacity (vph) 459 2780 884 375 2422 791 546 574 651 102 Starvation Cap Reductn 0 284 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.68 0.07 0.67 0.78 0.14 0.14 0.41 0.59 0.08 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 19 HCM Signalized Intersection Capacity Analysis Future Background PM 10: Hallandale Beach Boulevard & E 10th Avenue 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 131 1557 53 231 1738 101 75 211 353 0 0 7 Future Volume (vph) 131 1557 53 231 1738 101 75 211 353 0 0 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.0 Lane Util. Factor 1.00 0.91 1.00 0.97 0.91 1.00 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 5085 1583 3433 5085 1583 1681 1767 1583 0 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1770 5085 1583 3433 5085 1583 1681 1767 1583 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 142 1692 58 251 1889 110 82 229 384 0 0 8 RTOR Reduction (vph) 0 0 21 0 0 38 0 0 137 0 8 0 Lane Group Flow (vph) 142 1692 37 251 1889 72 74 237 247 0 0 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 Permitted Phases 4 8 2 Actuated Green, G (s) 18.2 78.5 78.5 15.9 76.2 76.2 52.1 52.1 52.1 0.0 Effective Green, g (s) 18.2 78.5 78.5 15.9 76.2 76.2 52.1 52.1 52.1 0.0 Actuated g/C Ratio 0.11 0.49 0.49 0.10 0.48 0.48 0.33 0.33 0.33 0.00 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 201 2494 776 341 2421 753 547 575 515 0 v/s Ratio Prot c0.08 0.33 0.07 c0.37 0.04 0.13 v/s Ratio Perm 0.02 0.05 c0.16 v/c Ratio 0.71 0.68 0.05 0.74 0.78 0.10 0.14 0.41 0.48 0.00 Uniform Delay, d1 68.3 31.1 21.3 70.0 34.9 23.0 38.1 42.0 43.1 80.0 Progression Factor 1.53 0.25 0.03 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.7 0.5 0.0 8.0 1.7 0.1 0.5 2.2 3.2 0.0 Delay (s) 112.4 8.2 0.6 78.0 36.6 23.1 38.6 44.2 46.3 80.0 Level of Service F A A E D C D D D E Approach Delay (s) 15.7 40.6 44.8 80.0 Approach LOS B D D E Intersection Summary HCM 2000 Control Delay 31.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 20 Queues Future Background PM 11: Dixie Highway & County Line Road 1/6/2016

Lane Group EBT WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 228 522 40 316 233 359 82 v/c Ratio 0.53 0.98 0.20 0.46 0.30 0.44 0.11 Control Delay 40.7 45.8 28.4 5.7 17.9 19.9 4.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.7 45.8 28.4 5.7 17.9 19.9 4.2 Queue Length 50th (ft) 62 80 17 0 82 136 0 Queue Length 95th (ft) 102 m#429 47 62 141 221 26 Internal Link Dist (ft) 628 59 2638 Turn Bay Length (ft) Base Capacity (vph) 817 531 202 681 1112 1170 1025 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 15 0 0 6 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.28 0.98 0.20 0.47 0.21 0.31 0.08 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 21 HCM Signalized Intersection Capacity Analysis Future Background PM 11: Dixie Highway & County Line Road 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 201 9 117 363 0 37 0 291 214 330 75 Future Volume (vph) 0 201 9 117 363 0 37 0 291 214 330 75 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 1.00 0.99 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3516 1840 1770 1583 1770 1863 1583 Flt Permitted 1.00 0.99 0.38 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3516 1840 702 1583 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 218 10 127 395 0 40 0 316 233 359 82 RTOR Reduction (vph) 0 3 0 0 0 0 0 0 225 0 0 46 Lane Group Flow (vph) 0 225 0 0 522 0 40 0 91 233 359 36 Turn Type NA Split NA D.Pm Prot custom NA Perm Protected Phases 1 4 4 2 3 2 3 Permitted Phases 2 2 2 3 Actuated Green, G (s) 10.9 25.5 25.5 25.5 34.0 38.5 38.5 Effective Green, g (s) 10.9 25.5 25.5 25.5 34.0 38.5 38.5 Actuated g/C Ratio 0.12 0.29 0.29 0.29 0.38 0.44 0.44 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 433 530 202 456 770 811 689 v/s Ratio Prot c0.06 c0.28 0.06 0.03 c0.19 v/s Ratio Perm 0.06 0.10 0.02 v/c Ratio 0.52 0.98 0.20 0.20 0.30 0.44 0.05 Uniform Delay, d1 36.3 31.3 23.7 23.7 19.3 17.4 14.4 Progression Factor 1.00 0.38 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 28.6 2.2 1.0 0.2 0.4 0.0 Delay (s) 37.4 40.4 25.9 24.7 19.5 17.8 14.4 Level of Service D D C C B B B Approach Delay (s) 37.4 40.4 24.9 18.0 Approach LOS D D C B Intersection Summary HCM 2000 Control Delay 28.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 88.4 Sum of lost time (s) 18.0 Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 22 Queues Future Background PM 12: County Line Road & 1st Avenue 1/6/2016

Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 468 304 361 336 12 166 v/c Ratio 0.43 0.28 0.90 0.63 0.02 0.29 Control Delay 4.9 0.6 58.1 34.2 24.5 5.9 Queue Delay 0.1 0.1 2.2 0.0 0.0 0.2 Total Delay 5.0 0.8 60.3 34.2 24.5 6.1 Queue Length 50th (ft) 47 0 192 162 5 0 Queue Length 95th (ft) 45 0 #387 274 19 47 Internal Link Dist (ft) 59 64 2634 Turn Bay Length (ft) Base Capacity (vph) 1613 1469 403 537 537 575 Starvation Cap Reductn 264 450 0 0 0 0 Spillback Cap Reductn 0 0 10 0 0 85 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.30 0.92 0.63 0.02 0.34 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Synchro 9 Report Page 23 HCM Signalized Intersection Capacity Analysis Future Background PM 12: County Line Road & 1st Avenue 1/6/2016

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 431 280 332 309 11 153 Future Volume (vph) 431 280 332 309 11 153 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1770 1863 1863 1583 Flt Permitted 0.95 1.00 0.75 1.00 1.00 1.00 Satd. Flow (perm) 1770 1583 1397 1863 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 468 304 361 336 12 166 RTOR Reduction (vph) 0 119 0 0 0 118 Lane Group Flow (vph) 468 185 361 336 12 48 Turn Type Prot Prot Perm NA NA Prot Protected Phases 5 5 8 8 8 Permitted Phases 8 Actuated Green, G (s) 53.9 53.9 25.5 25.5 25.5 25.5 Effective Green, g (s) 53.9 53.9 25.5 25.5 25.5 25.5 Actuated g/C Ratio 0.61 0.61 0.29 0.29 0.29 0.29 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1079 965 402 537 537 456 v/s Ratio Prot c0.26 0.12 0.18 0.01 0.03 v/s Ratio Perm c0.26 v/c Ratio 0.43 0.19 0.90 0.63 0.02 0.11 Uniform Delay, d1 9.2 7.6 30.2 27.3 22.5 23.1 Progression Factor 0.40 0.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.1 25.4 5.4 0.1 0.5 Delay (s) 3.9 0.1 55.6 32.7 22.6 23.5 Level of Service A A E C C C Approach Delay (s) 2.4 44.6 23.5 Approach LOS A D C Intersection Summary HCM 2000 Control Delay 22.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 88.4 Sum of lost time (s) 18.0 Intersection Capacity Utilization 56.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 24 HCM Unsignalized Intersection Capacity Analysis Future Background PM 13: E 1st Avenue & NE 214th Terr 1/6/2016

Synchro 9 Report Page 25 HCM Unsignalized Intersection Capacity Analysis Future Background PM 14: SE 3rd Ave & SE 10th Ct 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 4 4 8 23 24 67 20 28 56 3 11 3 Future Volume (Veh/h) 4 4 8 23 24 67 20 28 56 3 11 3 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) 4 4 9 25 26 73 22 30 61 3 12 3 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 99 13 138 166 8 205 134 62 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 99 13 138 166 8 205 134 62 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 % 100 98 97 96 94 100 98 100 cM capacity (veh/h) 1494 1606 809 714 1073 678 743 1002 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 17 124 113 18 Volume Left 4 25 22 3 Volume Right 9 73 61 3 cSH 1494 1606 896 764 Volume to Capacity 0.00 0.02 0.13 0.02 Queue Length 95th (ft) 0 1 11 2 Control Delay (s) 1.8 1.6 9.6 9.8 Lane LOS A A A A Approach Delay (s) 1.8 1.6 9.6 9.8 Approach LOS A A Intersection Summary Average Delay 5.5 Intersection Capacity Utilization 23.3% ICU Level of Service A Analysis Period (min) 15

Synchro 9 Report Page 26 HCM Unsignalized Intersection Capacity Analysis Future Background PM 37: NE 214th Terr & SE 3rd Ave 1/6/2016

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 7 8 1 1 222 Future Volume (Veh/h) 0 7 8 1 1 222 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 8 9 1 1 241 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 10 18 10 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 10 18 10 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 78 cM capacity (veh/h) 1610 1000 1072 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 8 10 242 Volume Left 0 0 1 Volume Right 0 1 241 cSH 1610 1700 1072 Volume to Capacity 0.00 0.01 0.23 Queue Length 95th (ft) 0 0 22 Control Delay (s) 0.0 0.0 9.3 Lane LOS A Approach Delay (s) 0.0 0.0 9.3 Approach LOS A Intersection Summary Average Delay 8.7 Intersection Capacity Utilization 23.8% ICU Level of Service A Analysis Period (min) 15

Synchro 9 Report Page 27 HCM Unsignalized Intersection Capacity Analysis Future Background PM 41: Optima Office Drive 1/6/2016

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 47 125 34 2388 2113 93 Future Volume (Veh/h) 47 125 34 2388 2113 93 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) 51 136 37 2596 2297 101 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 500 754 pX, platoon unblocked 0.67 0.71 0.71 vC, conflicting volume 3287 816 2398 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 1542 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 92 82 88 cM capacity (veh/h) 602 771 303 Direction, Lane # EB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 Volume Total 187 37 865 865 865 919 919 560 Volume Left 51 37 0 0 0 0 0 0 Volume Right 136 0 0 0 0 0 0 101 cSH 716 303 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.26 0.12 0.51 0.51 0.51 0.54 0.54 0.33 Queue Length 95th (ft) 26 10 0 0 0 0 0 0 Control Delay (s) 11.8 18.5 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS B C Approach Delay (s) 11.8 0.3 0.0 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15

Synchro 9 Report Page 28 HCM Unsignalized Intersection Capacity Analysis Future Background PM 46: Optima Drive 1/6/2016

Synchro 9 Report Page 29 Queues Existing PM 1: Biscayne Boulevard & NE 213th Street 1/5/2016

Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 264 418 2267 164 349 1827 v/c Ratio 0.69 0.61 0.78 0.18 0.84 0.43 Control Delay 77.5 9.3 30.9 10.2 76.0 4.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 77.5 9.3 30.9 10.2 76.0 4.1 Queue Length 50th (ft) 139 0 652 37 351 149 Queue Length 95th (ft) 184 54 887 95 440 208 Internal Link Dist (ft) 379 211 420 Turn Bay Length (ft) Base Capacity (vph) 525 780 2893 936 625 4229 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.50 0.54 0.78 0.18 0.56 0.43 Intersection Summary

Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis Existing PM 1: Biscayne Boulevard & NE 213th Street 1/5/2016

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 243 385 2086 151 321 1681 Future Volume (vph) 243 385 2086 151 321 1681 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.88 0.91 1.00 1.00 0.91 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 2787 5085 1583 1770 5085 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 2787 5085 1583 1770 5085 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 264 418 2267 164 349 1827 RTOR Reduction (vph) 0 371 0 36 0 0 Lane Group Flow (vph) 264 47 2267 128 349 1827 Turn Type Prot Perm NA Perm Prot NA Protected Phases 8 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 17.9 17.9 91.1 91.1 37.5 133.1 Effective Green, g (s) 17.9 17.9 91.1 91.1 37.5 133.1 Actuated g/C Ratio 0.11 0.11 0.57 0.57 0.23 0.83 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 384 311 2895 901 414 4230 v/s Ratio Prot c0.08 c0.45 c0.20 0.36 v/s Ratio Perm 0.02 0.08 v/c Ratio 0.69 0.15 0.78 0.14 0.84 0.43 Uniform Delay, d1 68.4 64.2 26.8 16.1 58.4 3.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.1 0.2 2.2 0.3 14.4 0.3 Delay (s) 73.4 64.4 29.0 16.5 72.9 3.9 Level of Service E E C B E A Approach Delay (s) 67.9 28.1 14.9 Approach LOS E C B Intersection Summary HCM 2000 Control Delay 27.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 76.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 2 Queues Existing PM 2: US 1 & SE 9th Street 1/5/2016

Lane Group EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 55 82 83 43 49 2237 35 38 1939 v/c Ratio 0.50 0.65 0.65 0.19 0.53 0.62 0.03 0.31 0.54 Control Delay 46.9 95.4 95.3 1.8 95.3 15.5 0.1 82.8 14.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.9 95.4 95.3 1.8 95.3 15.5 0.1 82.8 14.2 Queue Length 50th (ft) 19 91 92 0 52 460 0 21 362 Queue Length 95th (ft) 68 152 153 0 99 627 0 42 516 Internal Link Dist (ft) 1532 73 674 1939 Turn Bay Length (ft) Base Capacity (vph) 217 241 244 327 184 3598 1153 356 3592 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.34 0.34 0.13 0.27 0.62 0.03 0.11 0.54 Intersection Summary

Synchro 9 Report Page 3 HCM Signalized Intersection Capacity Analysis Existing PM 2: US 1 & SE 9th Street 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 12 5 34 139 13 40 45 2058 32 35 1772 12 Future Volume (vph) 12 5 34 139 13 40 45 2058 32 35 1772 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.5 6.5 7.0 7.0 7.0 7.0 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.97 0.91 Frt 0.91 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.99 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1674 1681 1699 1583 1770 5085 1583 3433 5080 Flt Permitted 0.99 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1674 1681 1699 1583 1770 5085 1583 3433 5080 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 13 5 37 151 14 43 49 2237 35 38 1926 13 RTOR Reduction (vph) 0 36 0 0 0 40 0 0 11 0 0 0 Lane Group Flow (vph) 0 19 0 82 83 3 49 2237 24 38 1939 0 Turn Type Split NA Split NA Prot Prot NA Perm Prot NA Protected Phases 4 4 8 8 8 5 2 1 6 Permitted Phases 2 Actuated Green, G (s) 6.2 12.4 12.4 12.4 7.5 113.0 113.0 4.9 112.9 Effective Green, g (s) 6.2 12.4 12.4 12.4 7.5 113.0 113.0 4.9 112.9 Actuated g/C Ratio 0.04 0.08 0.08 0.08 0.05 0.69 0.69 0.03 0.69 Clearance Time (s) 6.5 6.5 6.5 6.5 7.0 7.0 7.0 7.0 4.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 1.5 3.0 3.0 1.5 3.0 Lane Grp Cap (vph) 63 127 128 120 81 3514 1094 102 3507 v/s Ratio Prot c0.01 0.05 c0.05 0.00 c0.03 c0.44 0.01 0.38 v/s Ratio Perm 0.02 v/c Ratio 0.31 0.65 0.65 0.03 0.60 0.64 0.02 0.37 0.55 Uniform Delay, d1 76.6 73.4 73.4 70.0 76.5 13.9 7.9 77.8 12.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 8.2 8.2 0.0 8.4 0.9 0.0 0.8 0.6 Delay (s) 77.6 81.6 81.6 70.0 85.0 14.8 8.0 78.6 13.3 Level of Service E F F E F B A E B Approach Delay (s) 77.6 79.2 16.2 14.6 Approach LOS E E B B Intersection Summary HCM 2000 Control Delay 19.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 163.5 Sum of lost time (s) 27.0 Intersection Capacity Utilization 66.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 4 Queues Existing PM 3: US 1 & 3 rd Street 1/5/2016

Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 173 223 118 74 135 136 1458 20 77 1769 v/c Ratio 0.77 0.80 0.71 0.42 0.35 0.75 0.72 0.02 0.48 0.68 Control Delay 89.3 63.1 91.8 74.4 11.8 93.4 29.9 0.1 57.9 55.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 89.3 63.1 91.8 74.4 11.8 93.4 29.9 0.1 57.9 55.4 Queue Length 50th (ft) 178 150 122 74 0 141 568 0 37 608 Queue Length 95th (ft) 252 238 188 126 36 211 827 0 m49 m603 Internal Link Dist (ft) 717 185 1939 1261 Turn Bay Length (ft) 150 150 300 375 Base Capacity (vph) 442 475 420 442 764 204 2015 948 364 2609 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.47 0.28 0.17 0.18 0.67 0.72 0.02 0.21 0.68 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 5 HCM Signalized Intersection Capacity Analysis Existing PM 3: US 1 & 3 rd Street 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 159 56 149 109 68 124 125 1341 18 71 1615 13 Future Volume (vph) 159 56 149 109 68 124 125 1341 18 71 1615 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 0.97 0.91 Frt 1.00 0.89 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1660 1770 1863 2787 1770 3539 1583 3433 5079 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 1660 1770 1863 2787 1770 3539 1583 3433 5079 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 173 61 162 118 74 135 136 1458 20 77 1755 14 RTOR Reduction (vph) 0 70 0 0 0 122 0 0 9 0 0 0 Lane Group Flow (vph) 173 153 0 118 74 13 136 1458 11 77 1769 0 Turn Type Split NA Split NA Prot Prot NA Perm Prot NA Protected Phases 4 4 8 8 8 5 2 1 6 Permitted Phases 2 Actuated Green, G (s) 20.3 20.3 15.1 15.1 15.1 16.5 91.1 91.1 7.5 82.1 Effective Green, g (s) 20.3 20.3 15.1 15.1 15.1 16.5 91.1 91.1 7.5 82.1 Actuated g/C Ratio 0.13 0.13 0.09 0.09 0.09 0.10 0.57 0.57 0.05 0.51 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 1.5 3.0 3.0 1.5 3.0 Lane Grp Cap (vph) 224 210 167 175 263 182 2015 901 160 2606 v/s Ratio Prot c0.10 0.09 c0.07 0.04 0.00 c0.08 c0.41 0.02 0.35 v/s Ratio Perm 0.01 v/c Ratio 0.77 0.73 0.71 0.42 0.05 0.75 0.72 0.01 0.48 0.68 Uniform Delay, d1 67.6 67.2 70.3 68.3 65.9 69.7 25.2 14.9 74.4 29.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.73 1.75 Incremental Delay, d2 13.9 10.2 10.6 0.6 0.0 13.6 2.3 0.0 0.3 0.5 Delay (s) 81.5 77.4 80.9 68.9 65.9 83.3 27.5 15.0 54.8 51.3 Level of Service F E F E E F C B D D Approach Delay (s) 79.2 72.0 32.1 51.5 Approach LOS E E C D Intersection Summary HCM 2000 Control Delay 48.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 26.0 Intersection Capacity Utilization 81.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 6 Queues Existing PM 4: Dixie Highway & 3rd Street 1/5/2016

Lane Group EBT WBT SBL SBT Lane Group Flow (vph) 166 440 224 494 v/c Ratio 0.38 0.56 0.53 0.40 Control Delay 41.8 12.1 45.5 40.2 Queue Delay 0.8 2.2 0.0 0.0 Total Delay 42.6 14.3 45.5 40.2 Queue Length 50th (ft) 108 186 157 121 Queue Length 95th (ft) 185 317 238 156 Internal Link Dist (ft) 99 25 1263 Turn Bay Length (ft) Base Capacity (vph) 440 784 443 1271 Starvation Cap Reductn 0 213 0 0 Spillback Cap Reductn 101 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.49 0.77 0.51 0.39 Intersection Summary

Synchro 9 Report Page 7 HCM Signalized Intersection Capacity Analysis Existing PM 4: Dixie Highway & 3rd Street 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 129 24 55 350 0 0 0 0 206 445 9 Future Volume (vph) 0 129 24 55 350 0 0 0 0 206 445 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 3.0 3.0 Lane Util. Factor 1.00 1.00 1.00 0.91 Frt 0.98 1.00 1.00 1.00 Flt Protected 1.00 0.99 0.95 1.00 Satd. Flow (prot) 1823 1850 1770 5070 Flt Permitted 1.00 0.96 0.95 1.00 Satd. Flow (perm) 1823 1797 1770 5070 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 140 26 60 380 0 0 0 0 224 484 10 RTOR Reduction (vph) 0 5 0 0 0 0 0 0 0 0 2 0 Lane Group Flow (vph) 0 161 0 0 440 0 0 0 0 224 492 0 Turn Type NA Prot NA Split NA Protected Phases 4 2 2 4 1 9 1 9 Permitted Phases Actuated Green, G (s) 29.6 82.2 29.8 29.8 Effective Green, g (s) 29.6 82.2 25.3 25.3 Actuated g/C Ratio 0.24 0.66 0.20 0.20 Clearance Time (s) 4.5 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 435 1213 361 1034 v/s Ratio Prot c0.09 c0.15 c0.13 0.10 v/s Ratio Perm 0.09 v/c Ratio 0.37 0.36 0.62 0.48 Uniform Delay, d1 39.4 9.3 45.0 43.5 Progression Factor 1.00 0.34 1.00 1.00 Incremental Delay, d2 0.5 0.2 3.3 0.3 Delay (s) 39.9 3.3 48.3 43.9 Level of Service D A D D Approach Delay (s) 39.9 3.3 0.0 45.2 Approach LOS D A A D Intersection Summary HCM 2000 Control Delay 30.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 124.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 52.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 8 Queues Existing PM 5: 1st Avenue & 3rd Street 1/5/2016

Lane Group EBT WBT WBR NBT Lane Group Flow (vph) 353 221 134 715 v/c Ratio 0.50 0.47 0.27 0.74 Control Delay 8.2 44.5 7.8 46.5 Queue Delay 1.0 1.3 0.0 0.3 Total Delay 9.2 45.8 7.8 46.8 Queue Length 50th (ft) 79 152 0 276 Queue Length 95th (ft) 66 245 52 367 Internal Link Dist (ft) 25 225 2634 Turn Bay Length (ft) Base Capacity (vph) 807 466 496 971 Starvation Cap Reductn 233 0 0 0 Spillback Cap Reductn 0 106 0 31 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.61 0.61 0.27 0.76 Intersection Summary

Synchro 9 Report Page 9 HCM Signalized Intersection Capacity Analysis Existing PM 5: 1st Avenue & 3rd Street 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 49 276 0 0 203 123 192 455 10 0 0 0 Future Volume (vph) 49 276 0 0 203 123 192 455 10 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 3.0 3.0 4.5 Lane Util. Factor 1.00 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 Flt Protected 0.99 1.00 1.00 0.99 Satd. Flow (prot) 1849 1863 1583 3480 Flt Permitted 0.96 1.00 1.00 0.99 Satd. Flow (perm) 1791 1863 1583 3480 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 53 300 0 0 221 134 209 495 11 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 100 0 1 0 0 0 0 Lane Group Flow (vph) 0 353 0 0 221 34 0 714 0 0 0 0 Turn Type Prot NA NA Perm Split NA Protected Phases 8 7 8 7 10 3 10 3 Permitted Phases 7 Actuated Green, G (s) 77.5 31.1 31.1 36.0 Effective Green, g (s) 77.5 31.1 31.1 36.0 Actuated g/C Ratio 0.62 0.25 0.25 0.29 Clearance Time (s) 3.0 3.0 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 1141 467 397 1010 v/s Ratio Prot c0.12 c0.12 c0.21 v/s Ratio Perm 0.08 0.02 v/c Ratio 0.31 0.47 0.08 0.71 Uniform Delay, d1 10.8 39.5 35.6 39.3 Progression Factor 0.21 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.8 0.1 2.3 Delay (s) 2.4 40.2 35.6 41.6 Level of Service A D D D Approach Delay (s) 2.4 38.5 41.6 0.0 Approach LOS A D D A Intersection Summary HCM 2000 Control Delay 31.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 124.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 56.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 10 Queues Existing PM 6: US 1 & Hallandale Beach Boulevard 1/5/2016

Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 189 1279 629 1322 575 1048 362 404 1233 v/c Ratio 0.88 0.74 1.36 0.92 1.08 0.73 0.46 0.88 0.74 Control Delay 87.8 36.2 228.4 52.8 129.7 44.1 12.4 88.4 56.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 87.8 36.2 228.4 52.8 129.7 44.1 12.4 88.4 56.7 Queue Length 50th (ft) 140 343 ~434 328 ~359 368 181 214 343 Queue Length 95th (ft) #308 396 #565 #480 #503 381 99 #288 387 Internal Link Dist (ft) 1701 611 1261 282 Turn Bay Length (ft) 445 420 Base Capacity (vph) 237 1794 461 1447 532 1443 779 493 1671 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.80 0.71 1.36 0.91 1.08 0.73 0.46 0.82 0.74 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Synchro 9 Report Page 11 HCM Signalized Intersection Capacity Analysis Existing PM 6: US 1 & Hallandale Beach Boulevard 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 174 925 252 579 1052 165 529 964 333 372 1059 75 Future Volume (vph) 174 925 252 579 1052 165 529 964 333 372 1059 75 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.5 6.5 7.0 8.0 6.5 7.0 8.0 Lane Util. Factor 1.00 0.86 0.97 0.91 0.97 0.91 1.00 0.97 0.86 Frt 1.00 0.97 1.00 0.98 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 6202 3433 4982 3433 5085 1583 3433 6344 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 6202 3433 4982 3433 5085 1583 3433 6344 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 189 1005 274 629 1143 179 575 1048 362 404 1151 82 RTOR Reduction (vph) 0 31 0 0 13 0 0 0 42 0 7 0 Lane Group Flow (vph) 189 1248 0 629 1309 0 575 1048 320 404 1226 0 Turn Type Prot NA Prot NA Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 2 Actuated Green, G (s) 19.5 43.7 21.5 45.7 24.8 45.4 66.9 21.4 42.0 Effective Green, g (s) 19.5 43.7 21.5 45.7 24.8 45.4 66.9 21.4 42.0 Actuated g/C Ratio 0.12 0.27 0.13 0.29 0.16 0.28 0.42 0.13 0.26 Clearance Time (s) 6.5 6.5 6.5 6.5 7.0 8.0 6.5 7.0 8.0 Vehicle Extension (s) 1.5 2.5 1.5 2.5 1.5 2.5 1.5 1.5 2.5 Lane Grp Cap (vph) 215 1693 461 1422 532 1442 661 459 1665 v/s Ratio Prot 0.11 0.20 c0.18 c0.26 c0.17 c0.21 0.06 0.12 0.19 v/s Ratio Perm 0.14 v/c Ratio 0.88 0.74 1.36 0.92 1.08 0.73 0.48 0.88 0.74 Uniform Delay, d1 69.1 52.9 69.2 55.4 67.6 51.7 34.0 68.0 53.9 Progression Factor 0.75 0.65 1.13 0.80 1.20 0.79 0.45 1.00 1.00 Incremental Delay, d2 29.5 1.6 174.5 8.0 59.2 2.7 0.2 17.1 2.9 Delay (s) 81.3 36.1 253.0 52.3 140.1 43.4 15.6 85.2 56.9 Level of Service F D F D F D B F E Approach Delay (s) 42.0 117.0 66.3 63.9 Approach LOS D F E E Intersection Summary HCM 2000 Control Delay 74.7 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.99 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 28.0 Intersection Capacity Utilization 89.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 12 Queues Existing PM 7: Hallandale Beach Boulevard & Dixie Highway 1/5/2016

Lane Group EBT WBL WBT SBT Lane Group Flow (vph) 1170 97 1991 560 v/c Ratio 0.57 0.51 0.72 0.70 Control Delay 37.5 91.0 10.4 68.9 Queue Delay 0.2 82.3 4.9 0.0 Total Delay 37.7 173.3 15.4 68.9 Queue Length 50th (ft) 341 88 367 159 Queue Length 95th (ft) 389 m#119 416 189 Internal Link Dist (ft) 2134 49 537 Turn Bay Length (ft) Base Capacity (vph) 2070 191 2773 1313 Starvation Cap Reductn 0 113 711 0 Spillback Cap Reductn 255 0 0 1 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.64 1.24 0.97 0.43 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 13 HCM Signalized Intersection Capacity Analysis Existing PM 7: Hallandale Beach Boulevard & Dixie Highway 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1028 49 89 1832 0 0 0 0 151 292 73 Future Volume (vph) 0 1028 49 89 1832 0 0 0 0 151 292 73 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 Lane Util. Factor 0.91 1.00 0.91 0.86 Frt 0.99 1.00 1.00 0.98 Flt Protected 1.00 0.95 1.00 0.99 Satd. Flow (prot) 5051 1770 5085 6182 Flt Permitted 1.00 0.95 1.00 0.99 Satd. Flow (perm) 5051 1770 5085 6182 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1117 53 97 1991 0 0 0 0 164 317 79 RTOR Reduction (vph) 0 3 0 0 0 0 0 0 0 0 20 0 Lane Group Flow (vph) 0 1167 0 97 1991 0 0 0 0 0 540 0 Turn Type NA Prot NA Perm NA Protected Phases 2 3 1 1 2 3 4 Permitted Phases 4 Actuated Green, G (s) 65.4 17.3 87.2 20.2 Effective Green, g (s) 65.4 17.3 87.2 20.2 Actuated g/C Ratio 0.41 0.11 0.55 0.13 Clearance Time (s) 4.5 4.5 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 2064 191 2771 780 v/s Ratio Prot 0.23 0.05 c0.39 v/s Ratio Perm 0.09 v/c Ratio 0.57 0.51 0.72 0.69 Uniform Delay, d1 36.4 67.3 27.2 66.9 Progression Factor 1.00 1.27 0.34 1.00 Incremental Delay, d2 0.4 1.1 0.5 2.7 Delay (s) 36.7 86.4 9.6 69.6 Level of Service D F A E Approach Delay (s) 36.7 13.2 0.0 69.6 Approach LOS D B A E Intersection Summary HCM 2000 Control Delay 28.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 22.5 Intersection Capacity Utilization 88.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 14 Queues Existing PM 8: 1st Avenue & Hallandale Beach Boulevard 1/5/2016

Lane Group EBL EBT WBT NBL NBT NBR Lane Group Flow (vph) 50 1218 1786 337 358 101 v/c Ratio 0.11 0.34 0.84 0.78 0.79 0.22 Control Delay 25.3 0.4 20.2 69.5 69.5 8.5 Queue Delay 1.0 0.1 6.4 66.4 0.0 0.0 Total Delay 26.3 0.5 26.6 135.9 69.5 8.5 Queue Length 50th (ft) 42 2 562 327 348 0 Queue Length 95th (ft) m77 2 m737 447 471 48 Internal Link Dist (ft) 49 1701 1266 Turn Bay Length (ft) Base Capacity (vph) 591 3981 2132 434 457 466 Starvation Cap Reductn 406 1349 0 0 0 0 Spillback Cap Reductn 0 0 308 286 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.46 0.98 2.28 0.78 0.22 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 15 HCM Signalized Intersection Capacity Analysis Existing PM 8: 1st Avenue & Hallandale Beach Boulevard 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 46 1121 0 0 1608 35 310 329 93 0 0 0 Future Volume (vph) 46 1121 0 0 1608 35 310 329 93 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 5085 5069 1770 1863 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 5085 5069 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 50 1218 0 0 1748 38 337 358 101 0 0 0 RTOR Reduction (vph) 0 0 0 0 1 0 0 0 76 0 0 0 Lane Group Flow (vph) 50 1218 0 0 1785 0 337 358 25 0 0 0 Turn Type Prot NA NA Perm NA Perm Protected Phases 8 9 6 7 8 9 6 7 10 Permitted Phases 10 10 Actuated Green, G (s) 40.1 111.9 67.3 39.1 39.1 39.1 Effective Green, g (s) 40.1 111.9 67.3 39.1 39.1 39.1 Actuated g/C Ratio 0.25 0.70 0.42 0.24 0.24 0.24 Clearance Time (s) 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 443 3556 2132 432 455 386 v/s Ratio Prot 0.03 c0.24 c0.35 c0.19 v/s Ratio Perm 0.19 0.02 v/c Ratio 0.11 0.34 0.84 0.78 0.79 0.06 Uniform Delay, d1 46.2 9.5 41.4 56.4 56.6 46.4 Progression Factor 0.55 0.02 0.43 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.0 1.0 8.8 8.7 0.1 Delay (s) 25.5 0.2 18.9 65.3 65.3 46.5 Level of Service C A B E E D Approach Delay (s) 1.2 18.9 62.9 0.0 Approach LOS A B E A Intersection Summary HCM 2000 Control Delay 22.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 22.5 Intersection Capacity Utilization 88.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 16 Queues Existing PM 9: Hallandale Beach Boulevard & E 8th Avenue 1/5/2016

Lane Group EBT EBR WBL WBT NBT SBL SBT SBR Lane Group Flow (vph) 1626 25 20 1930 75 127 4 150 v/c Ratio 0.67 0.03 0.15 0.73 0.54 0.20 0.01 0.23 Control Delay 27.8 0.4 21.3 23.3 34.1 39.2 38.8 6.5 Queue Delay 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.9 0.4 21.3 23.3 34.1 39.2 38.8 6.5 Queue Length 50th (ft) 309 0 7 242 10 92 3 0 Queue Length 95th (ft) 307 m0 m12 333 66 164 14 56 Internal Link Dist (ft) 611 578 210 703 Turn Bay Length (ft) 150 150 Base Capacity (vph) 2418 788 203 2860 270 631 664 661 Starvation Cap Reductn 86 0 0 2 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.03 0.10 0.68 0.28 0.20 0.01 0.23 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 17 HCM Signalized Intersection Capacity Analysis Existing PM 9: Hallandale Beach Boulevard & E 8th Avenue 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1496 23 18 1776 0 25 0 44 117 4 138 Future Volume (vph) 0 1496 23 18 1776 0 25 0 44 117 4 138 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.91 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.98 0.95 1.00 1.00 Satd. Flow (prot) 5085 1583 1770 5085 1672 1770 1863 1583 Flt Permitted 1.00 1.00 0.07 1.00 0.98 0.95 1.00 1.00 Satd. Flow (perm) 5085 1583 126 5085 1672 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1626 25 20 1930 0 27 0 48 127 4 150 RTOR Reduction (vph) 0 0 13 0 0 0 0 62 0 0 0 98 Lane Group Flow (vph) 0 1626 12 20 1930 0 0 13 0 127 4 52 Turn Type NA Perm pm+pt NA Split NA Split NA Perm Protected Phases 4 3 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 76.1 76.1 84.7 84.7 7.5 55.3 55.3 55.3 Effective Green, g (s) 76.1 76.1 84.7 84.7 7.5 55.3 55.3 55.3 Actuated g/C Ratio 0.48 0.48 0.53 0.53 0.05 0.35 0.35 0.35 Clearance Time (s) 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2418 752 108 2691 78 611 643 547 v/s Ratio Prot 0.32 0.00 c0.38 c0.01 c0.07 0.00 v/s Ratio Perm 0.01 0.09 0.03 v/c Ratio 0.67 0.02 0.19 0.72 0.17 0.21 0.01 0.09 Uniform Delay, d1 32.3 22.2 23.9 28.6 73.3 36.9 34.3 35.4 Progression Factor 0.82 1.00 1.15 0.74 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.0 0.6 0.6 1.0 0.8 0.0 0.3 Delay (s) 27.1 22.2 28.0 21.8 74.3 37.7 34.3 35.8 Level of Service C C C C E D C D Approach Delay (s) 27.1 21.9 74.3 36.6 Approach LOS C C E D Intersection Summary HCM 2000 Control Delay 26.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 57.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 18 Queues Existing PM 10: Hallandale Beach Boulevard & E 10th Avenue 1/5/2016

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR Lane Group Flow (vph) 139 1632 57 245 1814 108 71 217 314 v/c Ratio 0.70 0.68 0.07 0.72 0.77 0.14 0.12 0.36 0.46 Control Delay 115.9 10.6 0.4 82.6 38.4 8.6 41.2 44.7 18.0 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 115.9 10.7 0.4 82.6 38.4 8.6 41.2 44.7 18.0 Queue Length 50th (ft) 154 61 1 129 580 21 53 177 83 Queue Length 95th (ft) m220 59 m1 178 581 53 109 295 201 Internal Link Dist (ft) 578 589 252 Turn Bay Length (ft) 180 65 475 180 Base Capacity (vph) 459 2780 884 375 2345 768 575 604 676 Starvation Cap Reductn 0 203 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.30 0.63 0.06 0.65 0.77 0.14 0.12 0.36 0.46 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 19 HCM Signalized Intersection Capacity Analysis Existing PM 10: Hallandale Beach Boulevard & E 10th Avenue 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 128 1501 52 225 1669 99 73 192 289 0 0 0 Future Volume (vph) 128 1501 52 225 1669 99 73 192 289 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.97 0.91 1.00 0.95 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 5085 1583 3433 5085 1583 1681 1766 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 5085 1583 3433 5085 1583 1681 1766 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 139 1632 57 245 1814 108 79 209 314 0 0 0 RTOR Reduction (vph) 0 0 22 0 0 39 0 0 135 0 0 0 Lane Group Flow (vph) 139 1632 35 245 1814 69 71 217 179 0 0 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 Permitted Phases 4 8 2 Actuated Green, G (s) 18.0 76.0 76.0 15.8 73.8 73.8 54.7 54.7 54.7 Effective Green, g (s) 18.0 76.0 76.0 15.8 73.8 73.8 54.7 54.7 54.7 Actuated g/C Ratio 0.11 0.48 0.48 0.10 0.46 0.46 0.34 0.34 0.34 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 199 2415 751 339 2345 730 574 603 541 v/s Ratio Prot c0.08 0.32 0.07 c0.36 0.04 c0.12 v/s Ratio Perm 0.02 0.04 0.11 v/c Ratio 0.70 0.68 0.05 0.72 0.77 0.09 0.12 0.36 0.33 Uniform Delay, d1 68.4 32.5 22.6 70.0 36.1 24.3 36.2 39.5 39.1 Progression Factor 1.49 0.29 0.03 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.1 0.6 0.0 7.4 1.6 0.1 0.4 1.7 1.6 Delay (s) 110.2 10.1 0.8 77.4 37.7 24.3 36.6 41.2 40.7 Level of Service F B A E D C D D D Approach Delay (s) 17.4 41.6 40.4 0.0 Approach LOS B D D A Intersection Summary HCM 2000 Control Delay 31.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 20 Queues Existing PM 11: Dixie Highway & County Line Road 1/5/2016

Lane Group EBT WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 223 509 39 309 227 259 79 v/c Ratio 0.52 0.94 0.14 0.45 0.30 0.32 0.11 Control Delay 39.8 37.8 25.7 5.6 17.9 18.2 4.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.8 37.8 25.7 5.6 17.9 18.2 4.3 Queue Length 50th (ft) 60 76 16 0 79 91 0 Queue Length 95th (ft) 97 m#417 44 61 138 156 25 Internal Link Dist (ft) 628 59 2638 Turn Bay Length (ft) Base Capacity (vph) 831 539 278 682 1129 1189 1038 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 17 0 0 5 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.94 0.14 0.46 0.20 0.22 0.08 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 21 HCM Signalized Intersection Capacity Analysis Existing PM 11: Dixie Highway & County Line Road 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 196 9 114 354 0 36 0 284 209 238 73 Future Volume (vph) 0 196 9 114 354 0 36 0 284 209 238 73 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 1.00 0.99 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3515 1840 1770 1583 1770 1863 1583 Flt Permitted 1.00 0.99 0.51 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3515 1840 948 1583 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 213 10 124 385 0 39 0 309 227 259 79 RTOR Reduction (vph) 0 4 0 0 0 0 0 0 218 0 0 45 Lane Group Flow (vph) 0 219 0 0 509 0 39 0 91 227 259 34 Turn Type NA Split NA D.Pm Prot custom NA Perm Protected Phases 1 4 4 2 3 2 3 Permitted Phases 2 2 2 3 Actuated Green, G (s) 10.6 25.5 25.5 25.5 32.9 37.4 37.4 Effective Green, g (s) 10.6 25.5 25.5 25.5 32.9 37.4 37.4 Actuated g/C Ratio 0.12 0.29 0.29 0.29 0.38 0.43 0.43 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 428 539 277 463 760 800 680 v/s Ratio Prot c0.06 c0.28 0.06 0.03 c0.14 v/s Ratio Perm 0.04 0.10 0.02 v/c Ratio 0.51 0.94 0.14 0.20 0.30 0.32 0.05 Uniform Delay, d1 35.8 30.1 22.7 23.1 19.3 16.4 14.4 Progression Factor 1.00 0.38 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 20.5 1.1 0.9 0.2 0.2 0.0 Delay (s) 36.8 31.8 23.7 24.0 19.5 16.7 14.5 Level of Service D C C C B B B Approach Delay (s) 36.8 31.8 24.0 17.5 Approach LOS D C C B Intersection Summary HCM 2000 Control Delay 25.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 87.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 61.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 22 Queues Existing PM 12: County Line Road & 1st Avenue 1/5/2016

Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 457 297 352 289 9 162 v/c Ratio 0.43 0.28 0.86 0.53 0.02 0.28 Control Delay 4.9 0.6 51.9 30.7 23.6 5.7 Queue Delay 0.1 0.1 1.4 0.0 0.0 0.2 Total Delay 5.0 0.7 53.2 30.7 23.6 5.9 Queue Length 50th (ft) 46 0 181 131 3 0 Queue Length 95th (ft) 44 0 #364 227 16 46 Internal Link Dist (ft) 59 64 2634 Turn Bay Length (ft) Base Capacity (vph) 1638 1487 410 546 546 578 Starvation Cap Reductn 266 449 0 0 0 0 Spillback Cap Reductn 0 0 10 0 0 79 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.29 0.88 0.53 0.02 0.32 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Synchro 9 Report Page 23 HCM Signalized Intersection Capacity Analysis Existing PM 12: County Line Road & 1st Avenue 1/5/2016

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 420 273 324 266 8 149 Future Volume (vph) 420 273 324 266 8 149 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1770 1863 1863 1583 Flt Permitted 0.95 1.00 0.75 1.00 1.00 1.00 Satd. Flow (perm) 1770 1583 1400 1863 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 457 297 352 289 9 162 RTOR Reduction (vph) 0 118 0 0 0 115 Lane Group Flow (vph) 457 179 352 289 9 47 Turn Type Prot Prot Perm NA NA Prot Protected Phases 5 5 8 8 8 Permitted Phases 8 Actuated Green, G (s) 52.5 52.5 25.5 25.5 25.5 25.5 Effective Green, g (s) 52.5 52.5 25.5 25.5 25.5 25.5 Actuated g/C Ratio 0.60 0.60 0.29 0.29 0.29 0.29 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1068 955 410 546 546 463 v/s Ratio Prot c0.26 0.11 0.16 0.00 0.03 v/s Ratio Perm c0.25 v/c Ratio 0.43 0.19 0.86 0.53 0.02 0.10 Uniform Delay, d1 9.2 7.7 29.0 25.7 21.8 22.4 Progression Factor 0.39 0.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.1 20.2 3.6 0.1 0.4 Delay (s) 3.9 0.1 49.3 29.4 21.9 22.9 Level of Service A A D C C C Approach Delay (s) 2.4 40.3 22.8 Approach LOS A D C Intersection Summary HCM 2000 Control Delay 20.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 87.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 24 HCM Unsignalized Intersection Capacity Analysis Existing PM 13: E 1st Avenue & NE 214th Terr 1/5/2016

Synchro 9 Report Page 25 HCM Unsignalized Intersection Capacity Analysis Existing PM 14: SE 3rd Ave & SE 10th Ct 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 4 4 0 0 23 65 0 0 0 3 0 3 Future Volume (Veh/h) 4 4 0 0 23 65 0 0 0 3 0 3 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) 4 4 0 0 25 71 0 0 0 3 0 3 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 96 4 76 108 4 72 72 60 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 96 4 76 108 4 72 72 60 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 % 100 100 100 100 100 100 100 100 cM capacity (veh/h) 1498 1618 910 780 1080 917 816 1005 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 8 96 0 6 Volume Left 4 0 0 3 Volume Right 0 71 0 3 cSH 1498 1618 1700 959 Volume to Capacity 0.00 0.00 0.00 0.01 Queue Length 95th (ft) 0 0 0 0 Control Delay (s) 3.7 0.0 0.0 8.8 Lane LOS A A A Approach Delay (s) 3.7 0.0 0.0 8.8 Approach LOS A A Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 15.2% ICU Level of Service A Analysis Period (min) 15

Synchro 9 Report Page 26 HCM Unsignalized Intersection Capacity Analysis Existing PM 37: NE 214th Terr & SE 3rd Ave 1/5/2016

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 7 8 1 1 78 Future Volume (Veh/h) 0 7 8 1 1 78 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 8 9 1 1 85 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 10 18 10 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 10 18 10 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 92 cM capacity (veh/h) 1610 1000 1072 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 8 10 86 Volume Left 0 0 1 Volume Right 0 1 85 cSH 1610 1700 1071 Volume to Capacity 0.00 0.01 0.08 Queue Length 95th (ft) 0 0 7 Control Delay (s) 0.0 0.0 8.7 Lane LOS A Approach Delay (s) 0.0 0.0 8.7 Approach LOS A Intersection Summary Average Delay 7.2 Intersection Capacity Utilization 14.9% ICU Level of Service A Analysis Period (min) 15

Synchro 9 Report Page 27 HCM Unsignalized Intersection Capacity Analysis Existing PM 41: Optima Office Drive 1/5/2016

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 40 0 2135 1945 13 Future Volume (Veh/h) 0 40 0 2135 1945 13 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 43 0 2321 2114 14 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 500 754 pX, platoon unblocked 0.76 0.80 0.80 vC, conflicting volume 2895 712 2128 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 637 0 1550 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 95 100 cM capacity (veh/h) 310 872 341 Direction, Lane # EB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 Volume Total 43 0 774 774 774 846 846 437 Volume Left 0 0 0 0 0 0 0 0 Volume Right 43 0 0 0 0 0 0 14 cSH 872 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.05 0.00 0.46 0.46 0.46 0.50 0.50 0.26 Queue Length 95th (ft) 4 0 0 0 0 0 0 0 Control Delay (s) 9.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 9.3 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 47.9% ICU Level of Service A Analysis Period (min) 15

Synchro 9 Report Page 28 HCM Unsignalized Intersection Capacity Analysis Existing PM 46: Optima Drive 1/5/2016

Synchro 9 Report Page 29 Queues Future Total AM 1: Biscayne Boulevard & NE 213th Street 1/6/2016

Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 239 558 1624 143 430 2416 v/c Ratio 0.65 0.70 0.60 0.16 0.87 0.57 Control Delay 76.6 9.7 28.9 8.5 73.0 4.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 76.6 9.7 28.9 8.5 73.0 4.9 Queue Length 50th (ft) 125 0 423 21 430 239 Queue Length 95th (ft) 168 59 574 71 524 324 Internal Link Dist (ft) 379 211 420 Turn Bay Length (ft) Base Capacity (vph) 525 899 2691 885 625 4253 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.46 0.62 0.60 0.16 0.69 0.57 Intersection Summary

Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis Future Total AM 1: Biscayne Boulevard & NE 213th Street 1/6/2016

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 220 513 1494 132 396 2223 Future Volume (vph) 220 513 1494 132 396 2223 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.88 0.91 1.00 1.00 0.91 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 2787 5085 1583 1770 5085 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 2787 5085 1583 1770 5085 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 239 558 1624 143 430 2416 RTOR Reduction (vph) 0 498 0 48 0 0 Lane Group Flow (vph) 239 60 1624 95 430 2416 Turn Type Prot Perm NA Perm Prot NA Protected Phases 8 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 17.2 17.2 84.7 84.7 44.6 133.8 Effective Green, g (s) 17.2 17.2 84.7 84.7 44.6 133.8 Actuated g/C Ratio 0.11 0.11 0.53 0.53 0.28 0.84 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 369 299 2691 838 493 4252 v/s Ratio Prot c0.07 c0.32 c0.24 0.48 v/s Ratio Perm 0.02 0.06 v/c Ratio 0.65 0.20 0.60 0.11 0.87 0.57 Uniform Delay, d1 68.5 65.1 26.0 18.9 55.0 4.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.9 0.3 1.0 0.3 15.5 0.6 Delay (s) 72.4 65.5 27.0 19.1 70.5 4.6 Level of Service E E C B E A Approach Delay (s) 67.5 26.4 14.6 Approach LOS E C B Intersection Summary HCM 2000 Control Delay 26.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 2 Queues Future Total AM 2: US 1 & SE 9th Street 1/6/2016

Lane Group EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 126 14 13 4 103 2135 26 23 3250 v/c Ratio 0.73 0.21 0.19 0.02 0.72 0.56 0.02 0.20 0.92 Control Delay 58.5 83.0 82.2 0.2 98.2 11.5 0.0 81.0 29.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.5 83.0 82.2 0.2 98.2 11.5 0.0 81.0 29.0 Queue Length 50th (ft) 63 15 14 0 109 397 0 12 1109 Queue Length 95th (ft) 134 43 41 0 173 538 0 29 #1500 Internal Link Dist (ft) 1532 73 674 1939 Turn Bay Length (ft) Base Capacity (vph) 242 241 243 327 188 3839 1222 356 3515 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.06 0.05 0.01 0.55 0.56 0.02 0.06 0.92 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Synchro 9 Report Page 3 HCM Signalized Intersection Capacity Analysis Future Total AM 2: US 1 & SE 9th Street 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 24 7 85 24 1 4 95 1964 24 21 2979 11 Future Volume (vph) 24 7 85 24 1 4 95 1964 24 21 2979 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.5 6.5 7.0 7.0 7.0 7.0 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.97 0.91 Frt 0.90 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.99 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1662 1681 1692 1583 1770 5085 1583 3433 5082 Flt Permitted 0.99 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1662 1681 1692 1583 1770 5085 1583 3433 5082 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 26 8 92 26 1 4 103 2135 26 23 3238 12 RTOR Reduction (vph) 0 63 0 0 0 4 0 0 7 0 0 0 Lane Group Flow (vph) 0 63 0 14 13 0 103 2135 19 23 3250 0 Turn Type Split NA Split NA Prot Prot NA Perm Prot NA Protected Phases 4 4 8 8 8 5 2 1 6 Permitted Phases 2 Actuated Green, G (s) 10.9 4.1 4.1 4.1 13.4 118.1 118.1 3.4 110.6 Effective Green, g (s) 10.9 4.1 4.1 4.1 13.4 118.1 118.1 3.4 110.6 Actuated g/C Ratio 0.07 0.03 0.03 0.03 0.08 0.72 0.72 0.02 0.68 Clearance Time (s) 6.5 6.5 6.5 6.5 7.0 7.0 7.0 7.0 4.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 1.5 3.0 3.0 1.5 3.0 Lane Grp Cap (vph) 110 42 42 39 145 3673 1143 71 3437 v/s Ratio Prot c0.04 c0.01 0.01 0.00 c0.06 c0.42 0.01 c0.64 v/s Ratio Perm 0.01 v/c Ratio 0.58 0.33 0.31 0.00 0.71 0.58 0.02 0.32 0.95 Uniform Delay, d1 74.1 78.4 78.3 77.7 73.2 10.9 6.4 78.9 23.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.5 1.7 1.5 0.0 12.8 0.7 0.0 1.0 7.1 Delay (s) 78.6 80.1 79.8 77.7 85.9 11.5 6.4 79.9 30.8 Level of Service E F E E F B A E C Approach Delay (s) 78.6 79.7 14.9 31.2 Approach LOS E E B C Intersection Summary HCM 2000 Control Delay 26.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.89 Actuated Cycle Length (s) 163.5 Sum of lost time (s) 27.0 Intersection Capacity Utilization 91.7% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 4 Queues Future Total AM 3: US 1 & 3 rd Street 1/6/2016

Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 163 575 61 9 10 76 1380 18 51 2118 v/c Ratio 0.37 1.15 0.55 0.08 0.04 0.64 0.76 0.02 0.37 0.88 Control Delay 52.5 131.4 90.6 70.0 0.2 95.6 36.5 0.1 62.5 57.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.5 131.4 90.6 70.0 0.2 95.6 36.5 0.1 62.5 57.6 Queue Length 50th (ft) 142 ~611 63 9 0 79 630 0 28 713 Queue Length 95th (ft) 217 #855 114 29 0 135 787 0 m32 m715 Internal Link Dist (ft) 717 185 1939 1261 Turn Bay Length (ft) 150 150 300 375 Base Capacity (vph) 442 498 420 442 750 188 1821 867 364 2403 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.37 1.15 0.15 0.02 0.01 0.40 0.76 0.02 0.14 0.88 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 5 HCM Signalized Intersection Capacity Analysis Future Total AM 3: US 1 & 3 rd Street 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 150 108 421 56 8 9 70 1270 17 47 1942 6 Future Volume (vph) 150 108 421 56 8 9 70 1270 17 47 1942 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 0.97 0.91 Frt 1.00 0.88 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1640 1770 1863 2787 1770 3539 1583 3433 5083 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 1640 1770 1863 2787 1770 3539 1583 3433 5083 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 163 117 458 61 9 10 76 1380 18 51 2111 7 RTOR Reduction (vph) 0 88 0 0 0 9 0 0 9 0 0 0 Lane Group Flow (vph) 163 487 0 61 9 1 76 1380 9 51 2118 0 Turn Type Split NA Split NA Prot Prot NA Perm Prot NA Protected Phases 4 4 8 8 8 5 2 1 6 Permitted Phases 2 Actuated Green, G (s) 40.0 40.0 8.8 8.8 8.8 10.8 79.8 79.8 5.4 74.4 Effective Green, g (s) 40.0 40.0 8.8 8.8 8.8 10.8 79.8 79.8 5.4 74.4 Actuated g/C Ratio 0.25 0.25 0.06 0.06 0.06 0.07 0.50 0.50 0.03 0.47 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 1.5 3.0 3.0 1.5 3.0 Lane Grp Cap (vph) 442 410 97 102 153 119 1765 789 115 2363 v/s Ratio Prot 0.09 c0.30 c0.03 0.00 0.00 c0.04 c0.39 0.01 c0.42 v/s Ratio Perm 0.01 v/c Ratio 0.37 1.19 0.63 0.09 0.00 0.64 0.78 0.01 0.44 0.90 Uniform Delay, d1 49.6 60.0 74.0 71.8 71.5 72.7 32.9 20.2 75.8 39.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.80 1.44 Incremental Delay, d2 0.2 106.8 8.8 0.1 0.0 8.0 3.5 0.0 0.3 2.2 Delay (s) 49.8 166.8 82.8 71.9 71.5 80.7 36.5 20.2 61.3 58.8 Level of Service D F F E E F D C E E Approach Delay (s) 140.9 80.2 38.6 58.9 Approach LOS F F D E Intersection Summary HCM 2000 Control Delay 66.1 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.96 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 26.0 Intersection Capacity Utilization 100.1% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 6 Queues Future Total AM 4: Dixie Highway & 3rd Street 1/6/2016

Lane Group EBT WBT SBL SBT Lane Group Flow (vph) 306 171 500 834 v/c Ratio 0.84 0.22 0.96 0.56 Control Delay 69.8 6.0 75.7 38.3 Queue Delay 16.7 4.3 43.0 0.0 Total Delay 86.5 10.3 118.8 38.3 Queue Length 50th (ft) 247 6 417 206 Queue Length 95th (ft) 346 9 #677 261 Internal Link Dist (ft) 99 25 1263 Turn Bay Length (ft) Base Capacity (vph) 425 767 522 1487 Starvation Cap Reductn 0 516 0 0 Spillback Cap Reductn 107 0 119 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.96 0.68 1.24 0.56 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Synchro 9 Report Page 7 HCM Signalized Intersection Capacity Analysis Future Total AM 4: Dixie Highway & 3rd Street 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 274 7 28 130 0 0 0 0 460 611 156 Future Volume (vph) 0 274 7 28 130 0 0 0 0 460 611 156 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 3.0 3.0 Lane Util. Factor 1.00 1.00 1.00 0.91 Frt 1.00 1.00 1.00 0.97 Flt Protected 1.00 0.99 0.95 1.00 Satd. Flow (prot) 1856 1847 1770 4930 Flt Permitted 1.00 0.99 0.95 1.00 Satd. Flow (perm) 1856 1847 1770 4930 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 298 8 30 141 0 0 0 0 500 664 170 RTOR Reduction (vph) 0 1 0 0 0 0 0 0 0 0 36 0 Lane Group Flow (vph) 0 305 0 0 171 0 0 0 0 500 798 0 Turn Type NA Split NA Split NA Protected Phases 4 2 2 1 9 1 9 Permitted Phases Actuated Green, G (s) 25.3 53.5 38.0 38.0 Effective Green, g (s) 25.3 53.5 33.5 33.5 Actuated g/C Ratio 0.20 0.42 0.26 0.26 Clearance Time (s) 4.5 4.5 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 364 767 460 1282 v/s Ratio Prot c0.16 c0.09 c0.28 0.16 v/s Ratio Perm v/c Ratio 0.84 0.22 1.09 0.62 Uniform Delay, d1 49.8 24.3 47.7 42.1 Progression Factor 1.00 0.21 1.00 1.00 Incremental Delay, d2 15.4 0.7 67.5 0.9 Delay (s) 65.2 5.9 115.1 43.0 Level of Service E A F D Approach Delay (s) 65.2 5.9 0.0 70.1 Approach LOS E A A E Intersection Summary HCM 2000 Control Delay 63.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 128.8 Sum of lost time (s) 16.5 Intersection Capacity Utilization 59.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 8 Queues Future Total AM 5: 1st Avenue & 3rd Street 1/6/2016

Lane Group EBT WBT WBR NBT Lane Group Flow (vph) 715 89 80 363 v/c Ratio 0.97 0.53 0.33 0.25 Control Delay 33.6 67.4 7.0 25.5 Queue Delay 44.5 0.1 0.0 0.0 Total Delay 78.1 67.6 7.0 25.5 Queue Length 50th (ft) 347 73 0 103 Queue Length 95th (ft) m#694 126 21 148 Internal Link Dist (ft) 25 225 2634 Turn Bay Length (ft) Base Capacity (vph) 757 448 467 1464 Starvation Cap Reductn 167 0 0 0 Spillback Cap Reductn 0 71 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 1.21 0.24 0.17 0.25 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 9 HCM Signalized Intersection Capacity Analysis Future Total AM 5: 1st Avenue & 3rd Street 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 45 613 0 0 82 74 77 249 7 0 0 0 Future Volume (vph) 45 613 0 0 82 74 77 249 7 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 3.0 3.0 4.5 Lane Util. Factor 1.00 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 Flt Protected 1.00 1.00 1.00 0.99 Satd. Flow (prot) 1856 1863 1583 3487 Flt Permitted 1.00 1.00 1.00 0.99 Satd. Flow (perm) 1856 1863 1583 3487 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 49 666 0 0 89 80 84 271 8 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 73 0 1 0 0 0 0 Lane Group Flow (vph) 0 715 0 0 89 7 0 362 0 0 0 0 Turn Type Split NA NA Perm Split NA Protected Phases 8 8 7 10 3 10 3 Permitted Phases 7 Actuated Green, G (s) 51.3 11.5 11.5 55.5 Effective Green, g (s) 51.3 11.5 11.5 55.5 Actuated g/C Ratio 0.40 0.09 0.09 0.43 Clearance Time (s) 4.5 3.0 3.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 739 166 141 1502 v/s Ratio Prot c0.39 c0.05 c0.10 v/s Ratio Perm 0.00 v/c Ratio 0.97 0.54 0.05 0.24 Uniform Delay, d1 37.9 56.1 53.7 23.3 Progression Factor 0.40 1.00 1.00 1.00 Incremental Delay, d2 15.4 3.3 0.1 0.1 Delay (s) 30.6 59.4 53.8 23.4 Level of Service C E D C Approach Delay (s) 30.6 56.8 23.4 0.0 Approach LOS C E C A Intersection Summary HCM 2000 Control Delay 32.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 128.8 Sum of lost time (s) 16.5 Intersection Capacity Utilization 59.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 10 Queues Future Total AM 6: US 1 & Hallandale Beach Boulevard 1/6/2016

Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 200 1444 672 1229 346 777 378 517 1293 v/c Ratio 0.90 0.83 1.46 0.86 0.83 0.58 0.51 0.99 0.69 Control Delay 108.0 57.0 266.2 42.5 112.6 39.3 8.2 102.7 53.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 108.0 57.0 266.2 42.5 112.6 39.3 8.2 102.7 53.0 Queue Length 50th (ft) 207 396 ~505 248 197 153 36 ~302 356 Queue Length 95th (ft) #347 443 #612 355 253 226 33 #422 410 Internal Link Dist (ft) 1701 611 1261 282 Turn Bay Length (ft) 445 420 Base Capacity (vph) 237 1790 461 1436 493 1334 747 523 1867 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.84 0.81 1.46 0.86 0.70 0.58 0.51 0.99 0.69 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Synchro 9 Report Page 11 HCM Signalized Intersection Capacity Analysis Future Total AM 6: US 1 & Hallandale Beach Boulevard 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 184 977 351 618 1025 106 318 715 348 476 1145 44 Future Volume (vph) 184 977 351 618 1025 106 318 715 348 476 1145 44 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.5 6.5 7.0 8.0 6.5 7.0 8.0 Lane Util. Factor 1.00 0.86 0.97 0.91 0.97 0.91 1.00 0.97 0.86 Frt 1.00 0.96 1.00 0.99 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 6154 3433 5014 3433 5085 1583 3433 6372 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 6154 3433 5014 3433 5085 1583 3433 6372 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 200 1062 382 672 1114 115 346 777 378 517 1245 48 RTOR Reduction (vph) 0 41 0 0 8 0 0 0 43 0 3 0 Lane Group Flow (vph) 200 1403 0 672 1221 0 346 777 335 517 1290 0 Turn Type Prot NA Prot NA Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 2 Actuated Green, G (s) 20.1 44.1 21.5 45.5 19.6 42.0 63.5 24.4 46.8 Effective Green, g (s) 20.1 44.1 21.5 45.5 19.6 42.0 63.5 24.4 46.8 Actuated g/C Ratio 0.13 0.28 0.13 0.28 0.12 0.26 0.40 0.15 0.29 Clearance Time (s) 6.5 6.5 6.5 6.5 7.0 8.0 6.5 7.0 8.0 Vehicle Extension (s) 1.5 2.5 1.5 2.5 1.5 2.5 1.5 1.5 2.5 Lane Grp Cap (vph) 222 1696 461 1425 420 1334 628 523 1863 v/s Ratio Prot 0.11 0.23 c0.20 c0.24 0.10 0.15 0.07 c0.15 c0.20 v/s Ratio Perm 0.14 v/c Ratio 0.90 0.83 1.46 0.86 0.82 0.58 0.53 0.99 0.69 Uniform Delay, d1 69.0 54.4 69.2 54.2 68.5 51.4 36.9 67.7 50.2 Progression Factor 1.00 1.00 1.14 0.68 1.47 0.74 0.26 1.00 1.00 Incremental Delay, d2 34.2 3.4 216.3 4.6 8.4 1.3 0.3 35.9 2.1 Delay (s) 103.2 57.8 294.9 41.3 109.3 39.1 9.8 103.6 52.4 Level of Service F E F D F D A F D Approach Delay (s) 63.3 131.0 47.9 67.0 Approach LOS E F D E Intersection Summary HCM 2000 Control Delay 79.7 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.96 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 28.0 Intersection Capacity Utilization 88.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 12 Queues Future Total AM 7: Hallandale Beach Boulevard & Dixie Highway 1/6/2016

Lane Group EBT WBL WBT SBT Lane Group Flow (vph) 1598 117 1543 1026 v/c Ratio 0.62 0.86 0.49 0.88 Control Delay 26.8 120.7 3.0 68.6 Queue Delay 0.1 82.4 0.3 0.0 Total Delay 26.9 203.0 3.3 68.6 Queue Length 50th (ft) 391 100 75 284 Queue Length 95th (ft) 440 m#204 m79 329 Internal Link Dist (ft) 2134 49 537 Turn Bay Length (ft) Base Capacity (vph) 2575 136 3156 1165 Starvation Cap Reductn 0 89 855 0 Spillback Cap Reductn 155 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.66 2.49 0.67 0.88 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 13 HCM Signalized Intersection Capacity Analysis Future Total AM 7: Hallandale Beach Boulevard & Dixie Highway 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1293 178 108 1420 0 0 0 0 224 682 39 Future Volume (vph) 0 1293 178 108 1420 0 0 0 0 224 682 39 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 Lane Util. Factor 0.91 1.00 0.91 0.86 Frt 0.98 1.00 1.00 0.99 Flt Protected 1.00 0.95 1.00 0.99 Satd. Flow (prot) 4993 1770 5085 6294 Flt Permitted 1.00 0.95 1.00 0.99 Satd. Flow (perm) 4993 1770 5085 6294 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1405 193 117 1543 0 0 0 0 243 741 42 RTOR Reduction (vph) 0 12 0 0 0 0 0 0 0 0 4 0 Lane Group Flow (vph) 0 1586 0 117 1543 0 0 0 0 0 1022 0 Turn Type NA Prot NA Perm NA Protected Phases 2 3 1 1 2 3 4 Permitted Phases 4 Actuated Green, G (s) 76.5 11.5 92.5 27.5 Effective Green, g (s) 76.5 11.5 92.5 27.5 Actuated g/C Ratio 0.51 0.08 0.62 0.18 Clearance Time (s) 4.5 4.5 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 2563 136 3156 1161 v/s Ratio Prot c0.32 c0.07 0.30 v/s Ratio Perm 0.16 v/c Ratio 0.62 0.86 0.49 0.88 Uniform Delay, d1 25.9 68.0 15.4 59.1 Progression Factor 1.00 1.27 0.17 1.00 Incremental Delay, d2 0.5 30.9 0.1 8.0 Delay (s) 26.3 116.9 2.7 67.2 Level of Service C F A E Approach Delay (s) 26.3 10.7 0.0 67.2 Approach LOS C B A E Intersection Summary HCM 2000 Control Delay 30.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 149.0 Sum of lost time (s) 22.5 Intersection Capacity Utilization 90.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 14 Queues Future Total AM 8: 1st Avenue & Hallandale Beach Boulevard 1/6/2016

Lane Group EBL EBT WBT NBL NBT NBR Lane Group Flow (vph) 34 1578 1486 216 173 74 v/c Ratio 0.06 0.37 0.60 1.17 0.90 0.28 Control Delay 28.7 0.4 29.0 176.3 107.5 5.6 Queue Delay 34.6 0.3 0.4 13.6 0.0 0.0 Total Delay 63.3 0.7 29.5 189.9 107.5 5.6 Queue Length 50th (ft) 25 2 376 ~250 169 0 Queue Length 95th (ft) m41 10 425 #423 #310 18 Internal Link Dist (ft) 49 1701 1266 Turn Bay Length (ft) Base Capacity (vph) 564 4248 2467 184 193 263 Starvation Cap Reductn 521 1778 0 0 0 0 Spillback Cap Reductn 0 0 463 90 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.64 0.74 2.30 0.90 0.28 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 15 HCM Signalized Intersection Capacity Analysis Future Total AM 8: 1st Avenue & Hallandale Beach Boulevard 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 31 1452 0 0 1344 23 199 159 68 0 0 0 Future Volume (vph) 31 1452 0 0 1344 23 199 159 68 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 5085 5072 1770 1863 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 5085 5072 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 34 1578 0 0 1461 25 216 173 74 0 0 0 RTOR Reduction (vph) 0 0 0 0 1 0 0 0 66 0 0 0 Lane Group Flow (vph) 34 1578 0 0 1485 0 216 173 8 0 0 0 Turn Type Prot NA NA Perm NA Perm Protected Phases 8 9 6 7 8 9 6 7 10 Permitted Phases 10 10 Actuated Green, G (s) 47.5 124.5 72.5 15.5 15.5 15.5 Effective Green, g (s) 47.5 124.5 72.5 15.5 15.5 15.5 Actuated g/C Ratio 0.32 0.84 0.49 0.10 0.10 0.10 Clearance Time (s) 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 564 4248 2467 184 193 164 v/s Ratio Prot 0.02 c0.31 c0.29 0.09 v/s Ratio Perm c0.12 0.00 v/c Ratio 0.06 0.37 0.60 1.17 0.90 0.05 Uniform Delay, d1 35.2 2.9 27.8 66.8 66.0 60.1 Progression Factor 0.80 0.07 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.0 0.4 121.0 37.0 0.1 Delay (s) 28.3 0.2 28.2 187.7 103.0 60.2 Level of Service C A C F F E Approach Delay (s) 0.8 28.2 135.7 0.0 Approach LOS A C F A Intersection Summary HCM 2000 Control Delay 29.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 149.0 Sum of lost time (s) 22.5 Intersection Capacity Utilization 90.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 16 Queues Future Total AM 9: Hallandale Beach Boulevard & E 8th Avenue 1/6/2016

Lane Group EBT EBR WBL WBT NBT SBL SBT SBR Lane Group Flow (vph) 1838 53 28 1572 109 185 1 200 v/c Ratio 0.78 0.07 0.24 0.61 0.66 0.32 0.00 0.34 Control Delay 38.1 4.6 30.4 15.9 82.3 46.6 46.0 21.6 Queue Delay 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.4 4.6 30.4 15.9 82.3 46.6 46.0 21.6 Queue Length 50th (ft) 365 4 7 128 103 155 1 68 Queue Length 95th (ft) m401 m8 m20 183 167 250 7 156 Internal Link Dist (ft) 611 578 210 703 Turn Bay Length (ft) 150 150 Base Capacity (vph) 2388 779 188 2860 230 576 607 593 Starvation Cap Reductn 126 0 0 11 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.81 0.07 0.15 0.55 0.47 0.32 0.00 0.34 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 17 HCM Signalized Intersection Capacity Analysis Future Total AM 9: Hallandale Beach Boulevard & E 8th Avenue 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1691 49 26 1446 0 73 2 26 170 1 184 Future Volume (vph) 0 1691 49 26 1446 0 73 2 26 170 1 184 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.97 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.97 0.95 1.00 1.00 Satd. Flow (prot) 5085 1583 1770 5085 1735 1770 1863 1583 Flt Permitted 1.00 1.00 0.05 1.00 0.97 0.95 1.00 1.00 Satd. Flow (perm) 5085 1583 95 5085 1735 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1838 53 28 1572 0 79 2 28 185 1 200 RTOR Reduction (vph) 0 0 29 0 0 0 0 8 0 0 0 79 Lane Group Flow (vph) 0 1838 24 28 1572 0 0 101 0 185 1 121 Turn Type NA Perm pm+pt NA Split NA Split NA Perm Protected Phases 4 3 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 73.8 73.8 82.6 82.6 14.6 50.3 50.3 50.3 Effective Green, g (s) 73.8 73.8 82.6 82.6 14.6 50.3 50.3 50.3 Actuated g/C Ratio 0.46 0.46 0.52 0.52 0.09 0.31 0.31 0.31 Clearance Time (s) 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2345 730 94 2625 158 556 585 497 v/s Ratio Prot c0.36 0.01 c0.31 c0.06 c0.10 0.00 v/s Ratio Perm 0.02 0.15 0.08 v/c Ratio 0.78 0.03 0.30 0.60 0.64 0.33 0.00 0.24 Uniform Delay, d1 36.4 23.6 28.4 27.1 70.2 42.0 37.6 40.7 Progression Factor 1.01 1.73 1.55 0.54 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.0 1.4 0.3 8.2 1.6 0.0 1.2 Delay (s) 37.7 40.9 45.3 14.8 78.3 43.6 37.6 41.9 Level of Service D D D B E D D D Approach Delay (s) 37.8 15.4 78.3 42.7 Approach LOS D B E D Intersection Summary HCM 2000 Control Delay 30.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 55.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 18 Queues Future Total AM 10: Hallandale Beach Boulevard & E 10th Avenue 1/6/2016

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBT Lane Group Flow (vph) 89 1829 50 120 1529 63 29 30 128 1 v/c Ratio 0.60 0.72 0.06 0.51 0.62 0.08 0.05 0.05 0.20 0.01 Control Delay 114.0 8.3 0.3 79.3 31.4 3.0 40.1 40.0 7.4 0.0 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 114.0 8.5 0.3 79.3 31.4 3.0 40.1 40.0 7.4 0.0 Queue Length 50th (ft) 99 87 0 63 424 0 21 22 0 0 Queue Length 95th (ft) m132 78 m0 97 420 20 54 56 54 0 Internal Link Dist (ft) 578 589 252 700 Turn Bay Length (ft) 180 65 475 180 Base Capacity (vph) 459 2802 891 375 2456 801 586 606 635 102 Starvation Cap Reductn 0 206 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.70 0.06 0.32 0.62 0.08 0.05 0.05 0.20 0.01 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 19 HCM Signalized Intersection Capacity Analysis Future Total AM 10: Hallandale Beach Boulevard & E 10th Avenue 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 82 1683 46 110 1407 58 36 18 118 0 0 1 Future Volume (vph) 82 1683 46 110 1407 58 36 18 118 0 0 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.0 Lane Util. Factor 1.00 0.91 1.00 0.97 0.91 1.00 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.98 1.00 1.00 Satd. Flow (prot) 1770 5085 1583 3433 5085 1583 1681 1741 1583 0 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.98 1.00 1.00 Satd. Flow (perm) 1770 5085 1583 3433 5085 1583 1681 1741 1583 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 89 1829 50 120 1529 63 39 20 128 0 0 1 RTOR Reduction (vph) 0 0 21 0 0 33 0 0 83 0 1 0 Lane Group Flow (vph) 89 1829 29 120 1529 30 29 30 45 0 0 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 Permitted Phases 4 8 2 Actuated Green, G (s) 13.4 79.8 79.8 10.9 77.3 77.3 55.8 55.8 55.8 0.0 Effective Green, g (s) 13.4 79.8 79.8 10.9 77.3 77.3 55.8 55.8 55.8 0.0 Actuated g/C Ratio 0.08 0.50 0.50 0.07 0.48 0.48 0.35 0.35 0.35 0.00 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 148 2536 789 233 2456 764 586 607 552 0 v/s Ratio Prot c0.05 c0.36 0.03 0.30 0.02 0.02 v/s Ratio Perm 0.02 0.02 c0.03 v/c Ratio 0.60 0.72 0.04 0.52 0.62 0.04 0.05 0.05 0.08 0.00 Uniform Delay, d1 70.7 31.4 20.5 72.0 30.6 21.8 34.5 34.5 34.9 80.0 Progression Factor 1.47 0.23 0.03 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.6 0.7 0.0 1.9 0.5 0.0 0.2 0.2 0.3 0.0 Delay (s) 108.3 7.9 0.7 73.9 31.1 21.8 34.7 34.7 35.2 80.0 Level of Service F A A E C C C C D E Approach Delay (s) 12.2 33.7 35.0 80.0 Approach LOS B C D E Intersection Summary HCM 2000 Control Delay 22.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 20 Queues Future Total AM 11: Dixie Highway & County Line Road 1/6/2016

Lane Group EBT WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 445 288 9 341 460 262 89 v/c Ratio 0.73 0.61 0.04 0.51 0.61 0.33 0.12 Control Delay 46.1 20.2 31.5 6.8 26.2 20.4 4.2 Queue Delay 0.8 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.9 20.2 31.5 6.8 26.2 20.4 4.2 Queue Length 50th (ft) 135 71 4 0 216 106 0 Queue Length 95th (ft) 212 78 19 75 333 173 27 Internal Link Dist (ft) 628 59 2638 Turn Bay Length (ft) Base Capacity (vph) 743 474 233 665 1008 1061 940 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 102 0 0 10 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.69 0.61 0.04 0.52 0.46 0.25 0.09 Intersection Summary

Synchro 9 Report Page 21 HCM Signalized Intersection Capacity Analysis Future Total AM 11: Dixie Highway & County Line Road 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 397 12 139 126 0 8 0 314 423 241 82 Future Volume (vph) 0 397 12 139 126 0 8 0 314 423 241 82 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 1.00 0.97 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3524 1815 1770 1583 1770 1863 1583 Flt Permitted 1.00 0.97 0.48 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3524 1815 893 1583 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 432 13 151 137 0 9 0 341 460 262 89 RTOR Reduction (vph) 0 2 0 0 0 0 0 0 252 0 0 51 Lane Group Flow (vph) 0 443 0 0 288 0 9 0 89 460 262 38 Turn Type NA Split NA D.Pm Prot custom NA Perm Protected Phases 1 4 4 2 3 2 3 Permitted Phases 2 2 2 3 Actuated Green, G (s) 17.0 25.6 25.6 25.6 37.3 41.8 41.8 Effective Green, g (s) 17.0 25.6 25.6 25.6 37.3 41.8 41.8 Actuated g/C Ratio 0.17 0.26 0.26 0.26 0.38 0.43 0.43 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 611 474 233 413 755 795 675 v/s Ratio Prot c0.13 c0.16 0.06 c0.07 0.14 v/s Ratio Perm 0.01 0.19 0.02 v/c Ratio 0.73 0.61 0.04 0.22 0.61 0.33 0.06 Uniform Delay, d1 38.2 31.7 27.0 28.3 25.3 18.7 16.5 Progression Factor 1.00 0.44 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.3 2.1 0.3 1.2 1.4 0.2 0.0 Delay (s) 42.5 15.9 27.3 29.5 26.7 19.0 16.5 Level of Service D B C C C B B Approach Delay (s) 42.5 15.9 29.4 23.1 Approach LOS D B C C Intersection Summary HCM 2000 Control Delay 27.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 97.9 Sum of lost time (s) 18.0 Intersection Capacity Utilization 65.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 22 Queues Future Total AM 12: County Line Road & 1st Avenue 1/6/2016

Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 391 845 152 335 57 140 v/c Ratio 0.34 0.65 0.43 0.69 0.12 0.27 Control Delay 2.7 4.5 36.8 42.6 31.1 7.2 Queue Delay 0.3 0.6 0.1 0.0 0.0 0.1 Total Delay 3.0 5.1 36.9 42.6 31.1 7.3 Queue Length 50th (ft) 27 86 77 183 26 0 Queue Length 95th (ft) 27 98 162 #359 68 50 Internal Link Dist (ft) 59 64 2634 Turn Bay Length (ft) Base Capacity (vph) 1462 1444 350 487 487 517 Starvation Cap Reductn 512 261 0 0 0 0 Spillback Cap Reductn 0 0 10 0 0 52 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.41 0.71 0.45 0.69 0.12 0.30 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Synchro 9 Report Page 23 HCM Signalized Intersection Capacity Analysis Future Total AM 12: County Line Road & 1st Avenue 1/6/2016

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 360 777 140 308 52 129 Future Volume (vph) 360 777 140 308 52 129 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1770 1863 1863 1583 Flt Permitted 0.95 1.00 0.72 1.00 1.00 1.00 Satd. Flow (perm) 1770 1583 1341 1863 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 391 845 152 335 57 140 RTOR Reduction (vph) 0 278 0 0 0 103 Lane Group Flow (vph) 391 567 152 335 57 37 Turn Type Prot Prot Perm NA NA Prot Protected Phases 5 5 8 8 8 Permitted Phases 8 Actuated Green, G (s) 63.3 63.3 25.6 25.6 25.6 25.6 Effective Green, g (s) 63.3 63.3 25.6 25.6 25.6 25.6 Actuated g/C Ratio 0.65 0.65 0.26 0.26 0.26 0.26 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1144 1023 350 487 487 413 v/s Ratio Prot 0.22 c0.36 c0.18 0.03 0.02 v/s Ratio Perm 0.11 v/c Ratio 0.34 0.55 0.43 0.69 0.12 0.09 Uniform Delay, d1 7.8 9.5 30.1 32.6 27.5 27.3 Progression Factor 0.26 2.65 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.6 3.9 7.7 0.5 0.4 Delay (s) 2.2 25.8 34.0 40.3 28.0 27.8 Level of Service A C C D C C Approach Delay (s) 18.3 38.3 27.8 Approach LOS B D C Intersection Summary HCM 2000 Control Delay 24.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 97.9 Sum of lost time (s) 18.0 Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 24 HCM Unsignalized Intersection Capacity Analysis Future Total AM 13: E 1st Avenue & NE 214th Terr 1/6/2016

Synchro 9 Report Page 25 HCM Unsignalized Intersection Capacity Analysis Future Total AM 14: SE 3rd Ave & SE 10th Ct 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 28 47 136 5 1 9 12 24 23 68 1 Future Volume (Veh/h) 1 28 47 136 5 1 9 12 24 23 68 1 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) 1 30 51 148 5 1 10 13 26 25 74 1 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 6 81 397 360 56 392 384 6 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 6 81 397 360 56 392 384 6 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 % 100 90 98 97 97 95 85 100 cM capacity (veh/h) 1615 1517 462 512 1011 502 495 1077 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 82 154 49 100 Volume Left 1 148 10 25 Volume Right 51 1 26 1 cSH 1615 1517 673 500 Volume to Capacity 0.00 0.10 0.07 0.20 Queue Length 95th (ft) 0 8 6 18 Control Delay (s) 0.1 7.4 10.8 14.0 Lane LOS A A B B Approach Delay (s) 0.1 7.4 10.8 14.0 Approach LOS B B Intersection Summary Average Delay 8.0 Intersection Capacity Utilization 28.3% ICU Level of Service A Analysis Period (min) 15

Synchro 9 Report Page 26 HCM Unsignalized Intersection Capacity Analysis Future Total AM 37: NE 214th Terr & SE 3rd Ave 1/6/2016

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 39 10 5 2 0 62 Future Volume (Veh/h) 39 10 5 2 0 62 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) 42 11 5 2 0 67 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 7 101 6 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 7 101 6 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 97 100 94 cM capacity (veh/h) 1614 874 1077 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 53 7 67 Volume Left 42 0 0 Volume Right 0 2 67 cSH 1614 1700 1077 Volume to Capacity 0.03 0.00 0.06 Queue Length 95th (ft) 2 0 5 Control Delay (s) 5.8 0.0 8.6 Lane LOS A A Approach Delay (s) 5.8 0.0 8.6 Approach LOS A Intersection Summary Average Delay 6.9 Intersection Capacity Utilization 19.9% ICU Level of Service A Analysis Period (min) 15

Synchro 9 Report Page 27 HCM Unsignalized Intersection Capacity Analysis Future Total AM 41: Optima Office Drive 1/6/2016

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 125 204 1577 2655 516 Future Volume (Veh/h) 0 125 204 1577 2655 516 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) 0 136 222 1714 2886 561 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 500 754 pX, platoon unblocked 0.45 0.35 0.35 vC, conflicting volume 4182 1242 3447 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 765 0 1471 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 0 64 0 cM capacity (veh/h) 0 377 158 Direction, Lane # EB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 Volume Total 136 222 571 571 571 1154 1154 1138 Volume Left 0 222 0 0 0 0 0 0 Volume Right 136 0 0 0 0 0 0 561 cSH 377 158 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.36 1.41 0.34 0.34 0.34 0.68 0.68 0.67 Queue Length 95th (ft) 40 349 0 0 0 0 0 0 Control Delay (s) 19.8 269.9 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS C F Approach Delay (s) 19.8 30.9 0.0 Approach LOS C Intersection Summary Average Delay 11.3 Intersection Capacity Utilization 80.8% ICU Level of Service D Analysis Period (min) 15

Synchro 9 Report Page 28 HCM Unsignalized Intersection Capacity Analysis Future Total AM 46: Optima Drive 1/6/2016

Synchro 9 Report Page 29 Queues Future Background AM 1: Biscayne Boulevard & NE 213th Street 1/6/2016

Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 239 510 1540 143 422 2402 v/c Ratio 0.66 0.68 0.57 0.16 0.87 0.56 Control Delay 77.2 9.7 27.5 7.7 73.2 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 77.2 9.7 27.5 7.7 73.2 4.8 Queue Length 50th (ft) 125 0 388 18 422 236 Queue Length 95th (ft) 169 57 524 66 514 310 Internal Link Dist (ft) 379 211 420 Turn Bay Length (ft) Base Capacity (vph) 525 858 2719 895 625 4259 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.46 0.59 0.57 0.16 0.68 0.56 Intersection Summary

Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis Future Background AM 1: Biscayne Boulevard & NE 213th Street 1/6/2016

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 220 469 1417 132 388 2210 Future Volume (vph) 220 469 1417 132 388 2210 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.88 0.91 1.00 1.00 0.91 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 2787 5085 1583 1770 5085 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 2787 5085 1583 1770 5085 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 239 510 1540 143 422 2402 RTOR Reduction (vph) 0 456 0 49 0 0 Lane Group Flow (vph) 239 54 1540 94 422 2402 Turn Type Prot Perm NA Perm Prot NA Protected Phases 8 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 17.0 17.0 85.6 85.6 43.9 134.0 Effective Green, g (s) 17.0 17.0 85.6 85.6 43.9 134.0 Actuated g/C Ratio 0.11 0.11 0.53 0.53 0.27 0.84 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 364 296 2720 846 485 4258 v/s Ratio Prot c0.07 0.30 c0.24 c0.47 v/s Ratio Perm 0.02 0.06 v/c Ratio 0.66 0.18 0.57 0.11 0.87 0.56 Uniform Delay, d1 68.7 65.2 24.8 18.4 55.3 4.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.2 0.3 0.9 0.3 15.6 0.5 Delay (s) 72.9 65.5 25.7 18.7 70.9 4.5 Level of Service E E C B E A Approach Delay (s) 67.9 25.1 14.5 Approach LOS E C B Intersection Summary HCM 2000 Control Delay 25.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 66.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 2 Queues Future Background AM 2: US 1 & SE 9th Street 1/6/2016

Lane Group EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 126 14 13 4 103 1827 26 23 2942 v/c Ratio 0.73 0.21 0.19 0.02 0.72 0.48 0.02 0.20 0.84 Control Delay 58.5 83.0 82.2 0.2 98.2 10.3 0.0 81.0 23.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.5 83.0 82.2 0.2 98.2 10.3 0.0 81.0 23.8 Queue Length 50th (ft) 63 15 14 0 109 308 0 12 860 Queue Length 95th (ft) 134 43 41 0 173 420 0 29 #1260 Internal Link Dist (ft) 1532 73 674 1939 Turn Bay Length (ft) Base Capacity (vph) 242 241 243 327 188 3839 1222 356 3515 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.06 0.05 0.01 0.55 0.48 0.02 0.06 0.84 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Synchro 9 Report Page 3 HCM Signalized Intersection Capacity Analysis Future Background AM 2: US 1 & SE 9th Street 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 24 7 85 24 1 4 95 1681 24 21 2696 11 Future Volume (vph) 24 7 85 24 1 4 95 1681 24 21 2696 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.5 6.5 7.0 7.0 7.0 7.0 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.97 0.91 Frt 0.90 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.99 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1662 1681 1692 1583 1770 5085 1583 3433 5082 Flt Permitted 0.99 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1662 1681 1692 1583 1770 5085 1583 3433 5082 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 26 8 92 26 1 4 103 1827 26 23 2930 12 RTOR Reduction (vph) 0 63 0 0 0 4 0 0 7 0 0 0 Lane Group Flow (vph) 0 63 0 14 13 0 103 1827 19 23 2942 0 Turn Type Split NA Split NA Prot Prot NA Perm Prot NA Protected Phases 4 4 8 8 8 5 2 1 6 Permitted Phases 2 Actuated Green, G (s) 10.9 4.1 4.1 4.1 13.4 118.1 118.1 3.4 110.6 Effective Green, g (s) 10.9 4.1 4.1 4.1 13.4 118.1 118.1 3.4 110.6 Actuated g/C Ratio 0.07 0.03 0.03 0.03 0.08 0.72 0.72 0.02 0.68 Clearance Time (s) 6.5 6.5 6.5 6.5 7.0 7.0 7.0 7.0 4.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 1.5 3.0 3.0 1.5 3.0 Lane Grp Cap (vph) 110 42 42 39 145 3673 1143 71 3437 v/s Ratio Prot c0.04 c0.01 0.01 0.00 c0.06 0.36 0.01 c0.58 v/s Ratio Perm 0.01 v/c Ratio 0.58 0.33 0.31 0.00 0.71 0.50 0.02 0.32 0.86 Uniform Delay, d1 74.1 78.4 78.3 77.7 73.2 9.8 6.4 78.9 20.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.5 1.7 1.5 0.0 12.8 0.5 0.0 1.0 3.0 Delay (s) 78.6 80.1 79.8 77.7 85.9 10.3 6.4 79.9 23.3 Level of Service E F E E F B A E C Approach Delay (s) 78.6 79.7 14.3 23.7 Approach LOS E E B C Intersection Summary HCM 2000 Control Delay 21.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 163.5 Sum of lost time (s) 27.0 Intersection Capacity Utilization 86.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 4 Queues Future Background AM 3: US 1 & 3 rd Street 1/6/2016

Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 163 575 61 9 10 76 1367 18 51 2043 v/c Ratio 0.37 1.15 0.55 0.08 0.04 0.64 0.75 0.02 0.37 0.85 Control Delay 52.5 131.4 90.6 70.0 0.2 95.6 36.2 0.1 63.2 55.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.5 131.4 90.6 70.0 0.2 95.6 36.2 0.1 63.2 55.7 Queue Length 50th (ft) 142 ~611 63 9 0 79 621 0 28 679 Queue Length 95th (ft) 217 #855 114 29 0 135 776 0 m35 m694 Internal Link Dist (ft) 717 185 1939 1261 Turn Bay Length (ft) 150 150 300 375 Base Capacity (vph) 442 498 420 442 750 188 1821 867 364 2401 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.37 1.15 0.15 0.02 0.01 0.40 0.75 0.02 0.14 0.85 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 5 HCM Signalized Intersection Capacity Analysis Future Background AM 3: US 1 & 3 rd Street 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 150 108 421 56 8 9 70 1258 17 47 1873 6 Future Volume (vph) 150 108 421 56 8 9 70 1258 17 47 1873 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 0.97 0.91 Frt 1.00 0.88 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1640 1770 1863 2787 1770 3539 1583 3433 5083 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 1640 1770 1863 2787 1770 3539 1583 3433 5083 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 163 117 458 61 9 10 76 1367 18 51 2036 7 RTOR Reduction (vph) 0 88 0 0 0 9 0 0 9 0 0 0 Lane Group Flow (vph) 163 487 0 61 9 1 76 1367 9 51 2043 0 Turn Type Split NA Split NA Prot Prot NA Perm Prot NA Protected Phases 4 4 8 8 8 5 2 1 6 Permitted Phases 2 Actuated Green, G (s) 40.0 40.0 8.8 8.8 8.8 10.8 79.8 79.8 5.4 74.4 Effective Green, g (s) 40.0 40.0 8.8 8.8 8.8 10.8 79.8 79.8 5.4 74.4 Actuated g/C Ratio 0.25 0.25 0.06 0.06 0.06 0.07 0.50 0.50 0.03 0.47 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 1.5 3.0 3.0 1.5 3.0 Lane Grp Cap (vph) 442 410 97 102 153 119 1765 789 115 2363 v/s Ratio Prot 0.09 c0.30 c0.03 0.00 0.00 c0.04 c0.39 0.01 c0.40 v/s Ratio Perm 0.01 v/c Ratio 0.37 1.19 0.63 0.09 0.00 0.64 0.77 0.01 0.44 0.86 Uniform Delay, d1 49.6 60.0 74.0 71.8 71.5 72.7 32.8 20.2 75.8 38.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.81 1.42 Incremental Delay, d2 0.2 106.8 8.8 0.1 0.0 8.0 3.4 0.0 0.4 1.9 Delay (s) 49.8 166.8 82.8 71.9 71.5 80.7 36.1 20.2 61.6 56.2 Level of Service D F F E E F D C E E Approach Delay (s) 140.9 80.2 38.3 56.3 Approach LOS F F D E Intersection Summary HCM 2000 Control Delay 65.0 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 26.0 Intersection Capacity Utilization 98.8% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 6 Queues Future Background AM 4: Dixie Highway & 3rd Street 1/6/2016

Lane Group EBT WBT SBL SBT Lane Group Flow (vph) 306 171 500 741 v/c Ratio 0.84 0.23 0.93 0.49 Control Delay 69.8 6.6 70.0 37.8 Queue Delay 16.7 5.3 46.3 0.0 Total Delay 86.5 11.9 116.3 37.8 Queue Length 50th (ft) 247 82 412 183 Queue Length 95th (ft) 346 39 #665 234 Internal Link Dist (ft) 99 25 1263 Turn Bay Length (ft) Base Capacity (vph) 425 752 536 1525 Starvation Cap Reductn 0 514 0 0 Spillback Cap Reductn 107 0 132 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.96 0.72 1.24 0.49 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Synchro 9 Report Page 7 HCM Signalized Intersection Capacity Analysis Future Background AM 4: Dixie Highway & 3rd Street 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 274 7 28 130 0 0 0 0 460 611 71 Future Volume (vph) 0 274 7 28 130 0 0 0 0 460 611 71 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 3.0 3.0 Lane Util. Factor 1.00 1.00 1.00 0.91 Frt 1.00 1.00 1.00 0.98 Flt Protected 1.00 0.99 0.95 1.00 Satd. Flow (prot) 1856 1847 1770 5006 Flt Permitted 1.00 0.99 0.95 1.00 Satd. Flow (perm) 1856 1847 1770 5006 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 298 8 30 141 0 0 0 0 500 664 77 RTOR Reduction (vph) 0 1 0 0 0 0 0 0 0 0 11 0 Lane Group Flow (vph) 0 305 0 0 171 0 0 0 0 500 730 0 Turn Type NA Split NA Split NA Protected Phases 4 2 2 1 9 1 9 Permitted Phases Actuated Green, G (s) 25.3 52.5 39.0 39.0 Effective Green, g (s) 25.3 52.5 34.5 34.5 Actuated g/C Ratio 0.20 0.41 0.27 0.27 Clearance Time (s) 4.5 4.5 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 364 752 474 1340 v/s Ratio Prot c0.16 c0.09 c0.28 0.15 v/s Ratio Perm v/c Ratio 0.84 0.23 1.05 0.54 Uniform Delay, d1 49.8 24.9 47.2 40.4 Progression Factor 1.00 0.23 1.00 1.00 Incremental Delay, d2 15.4 0.7 56.6 0.5 Delay (s) 65.2 6.5 103.7 40.9 Level of Service E A F D Approach Delay (s) 65.2 6.5 0.0 66.2 Approach LOS E A A E Intersection Summary HCM 2000 Control Delay 60.1 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 128.8 Sum of lost time (s) 16.5 Intersection Capacity Utilization 59.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 8 Queues Future Background AM 5: 1st Avenue & 3rd Street 1/6/2016

Lane Group EBT WBT WBR NBT Lane Group Flow (vph) 715 89 80 340 v/c Ratio 0.97 0.53 0.33 0.23 Control Delay 34.7 67.4 7.0 25.3 Queue Delay 44.5 0.2 0.0 0.0 Total Delay 79.2 67.6 7.0 25.3 Queue Length 50th (ft) 347 73 0 95 Queue Length 95th (ft) m#714 126 21 140 Internal Link Dist (ft) 25 225 2634 Turn Bay Length (ft) Base Capacity (vph) 757 448 467 1461 Starvation Cap Reductn 167 0 0 0 Spillback Cap Reductn 0 85 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 1.21 0.25 0.17 0.23 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 9 HCM Signalized Intersection Capacity Analysis Future Background AM 5: 1st Avenue & 3rd Street 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 45 613 0 0 82 74 77 228 7 0 0 0 Future Volume (vph) 45 613 0 0 82 74 77 228 7 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 3.0 3.0 4.5 Lane Util. Factor 1.00 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 Flt Protected 1.00 1.00 1.00 0.99 Satd. Flow (prot) 1856 1863 1583 3484 Flt Permitted 1.00 1.00 1.00 0.99 Satd. Flow (perm) 1856 1863 1583 3484 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 49 666 0 0 89 80 84 248 8 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 73 0 1 0 0 0 0 Lane Group Flow (vph) 0 715 0 0 89 7 0 339 0 0 0 0 Turn Type Split NA NA Perm Split NA Protected Phases 8 8 7 10 3 10 3 Permitted Phases 7 Actuated Green, G (s) 51.3 11.5 11.5 55.5 Effective Green, g (s) 51.3 11.5 11.5 55.5 Actuated g/C Ratio 0.40 0.09 0.09 0.43 Clearance Time (s) 4.5 3.0 3.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 739 166 141 1501 v/s Ratio Prot c0.39 c0.05 c0.10 v/s Ratio Perm 0.00 v/c Ratio 0.97 0.54 0.05 0.23 Uniform Delay, d1 37.9 56.1 53.7 23.1 Progression Factor 0.42 1.00 1.00 1.00 Incremental Delay, d2 16.0 3.3 0.1 0.1 Delay (s) 31.8 59.4 53.8 23.2 Level of Service C E D C Approach Delay (s) 31.8 56.8 23.2 0.0 Approach LOS C E C A Intersection Summary HCM 2000 Control Delay 32.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 128.8 Sum of lost time (s) 16.5 Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 10 Queues Future Background AM 6: US 1 & Hallandale Beach Boulevard 1/6/2016

Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 200 1430 650 1229 343 771 375 517 1253 v/c Ratio 0.90 0.83 1.41 0.86 0.82 0.58 0.50 0.98 0.66 Control Delay 108.0 57.1 247.6 42.8 113.1 38.9 8.2 99.7 52.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 108.0 57.1 247.6 42.8 113.1 38.9 8.2 99.7 52.0 Queue Length 50th (ft) 207 391 ~478 245 196 149 36 ~302 341 Queue Length 95th (ft) #347 438 #584 352 251 223 33 #422 395 Internal Link Dist (ft) 1701 611 1261 282 Turn Bay Length (ft) 445 420 Base Capacity (vph) 237 1790 461 1433 493 1334 747 529 1885 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.84 0.80 1.41 0.86 0.70 0.58 0.50 0.98 0.66 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Synchro 9 Report Page 11 HCM Signalized Intersection Capacity Analysis Future Background AM 6: US 1 & Hallandale Beach Boulevard 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 184 977 339 598 1025 106 316 709 345 476 1109 44 Future Volume (vph) 184 977 339 598 1025 106 316 709 345 476 1109 44 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.5 6.5 7.0 8.0 6.5 7.0 8.0 Lane Util. Factor 1.00 0.86 0.97 0.91 0.97 0.91 1.00 0.97 0.86 Frt 1.00 0.96 1.00 0.99 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 6160 3433 5014 3433 5085 1583 3433 6371 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 6160 3433 5014 3433 5085 1583 3433 6371 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 200 1062 368 650 1114 115 343 771 375 517 1205 48 RTOR Reduction (vph) 0 40 0 0 8 0 0 0 43 0 4 0 Lane Group Flow (vph) 200 1390 0 650 1221 0 343 771 332 517 1249 0 Turn Type Prot NA Prot NA Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 2 Actuated Green, G (s) 20.1 43.9 21.5 45.3 19.4 41.9 63.4 24.7 47.2 Effective Green, g (s) 20.1 43.9 21.5 45.3 19.4 41.9 63.4 24.7 47.2 Actuated g/C Ratio 0.13 0.27 0.13 0.28 0.12 0.26 0.40 0.15 0.30 Clearance Time (s) 6.5 6.5 6.5 6.5 7.0 8.0 6.5 7.0 8.0 Vehicle Extension (s) 1.5 2.5 1.5 2.5 1.5 2.5 1.5 1.5 2.5 Lane Grp Cap (vph) 222 1690 461 1419 416 1331 627 529 1879 v/s Ratio Prot 0.11 0.23 c0.19 c0.24 0.10 0.15 0.07 c0.15 c0.20 v/s Ratio Perm 0.14 v/c Ratio 0.90 0.82 1.41 0.86 0.82 0.58 0.53 0.98 0.66 Uniform Delay, d1 69.0 54.4 69.2 54.4 68.6 51.4 36.9 67.4 49.5 Progression Factor 1.00 1.00 1.14 0.67 1.47 0.73 0.26 1.00 1.00 Incremental Delay, d2 34.2 3.3 195.6 4.9 8.6 1.3 0.3 32.9 1.9 Delay (s) 103.2 57.7 274.3 41.5 109.8 38.9 9.8 100.2 51.3 Level of Service F E F D F D A F D Approach Delay (s) 63.3 122.0 47.9 65.6 Approach LOS E F D E Intersection Summary HCM 2000 Control Delay 76.8 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 28.0 Intersection Capacity Utilization 87.5% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 12 Queues Future Background AM 7: Hallandale Beach Boulevard & Dixie Highway 1/6/2016

Lane Group EBT WBL WBT SBT Lane Group Flow (vph) 1493 117 1543 974 v/c Ratio 0.58 0.86 0.49 0.84 Control Delay 26.0 121.9 2.8 66.3 Queue Delay 0.1 82.4 0.3 0.0 Total Delay 26.0 204.3 3.1 66.3 Queue Length 50th (ft) 356 100 71 267 Queue Length 95th (ft) 403 m#209 m76 310 Internal Link Dist (ft) 2134 49 537 Turn Bay Length (ft) Base Capacity (vph) 2589 136 3156 1165 Starvation Cap Reductn 0 89 838 0 Spillback Cap Reductn 161 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.61 2.49 0.67 0.84 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 13 HCM Signalized Intersection Capacity Analysis Future Background AM 7: Hallandale Beach Boulevard & Dixie Highway 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1281 93 108 1420 0 0 0 0 224 634 39 Future Volume (vph) 0 1281 93 108 1420 0 0 0 0 224 634 39 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 Lane Util. Factor 0.91 1.00 0.91 0.86 Frt 0.99 1.00 1.00 0.99 Flt Protected 1.00 0.95 1.00 0.99 Satd. Flow (prot) 5034 1770 5085 6288 Flt Permitted 1.00 0.95 1.00 0.99 Satd. Flow (perm) 5034 1770 5085 6288 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1392 101 117 1543 0 0 0 0 243 689 42 RTOR Reduction (vph) 0 5 0 0 0 0 0 0 0 0 4 0 Lane Group Flow (vph) 0 1488 0 117 1543 0 0 0 0 0 970 0 Turn Type NA Prot NA Perm NA Protected Phases 2 3 1 1 2 3 4 Permitted Phases 4 Actuated Green, G (s) 76.5 11.5 92.5 27.2 Effective Green, g (s) 76.5 11.5 92.5 27.2 Actuated g/C Ratio 0.51 0.08 0.62 0.18 Clearance Time (s) 4.5 4.5 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 2584 136 3156 1147 v/s Ratio Prot c0.30 c0.07 0.30 v/s Ratio Perm 0.15 v/c Ratio 0.58 0.86 0.49 0.85 Uniform Delay, d1 25.0 68.0 15.4 58.9 Progression Factor 1.00 1.28 0.16 1.00 Incremental Delay, d2 0.3 31.4 0.1 5.9 Delay (s) 25.4 118.2 2.5 64.8 Level of Service C F A E Approach Delay (s) 25.4 10.7 0.0 64.8 Approach LOS C B A E Intersection Summary HCM 2000 Control Delay 28.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 149.0 Sum of lost time (s) 22.5 Intersection Capacity Utilization 87.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 14 Queues Future Background AM 8: 1st Avenue & Hallandale Beach Boulevard 1/6/2016

Lane Group EBL EBT WBT NBL NBT NBR Lane Group Flow (vph) 34 1578 1486 203 164 74 v/c Ratio 0.06 0.37 0.60 1.09 0.83 0.28 Control Delay 29.3 0.3 29.0 149.9 97.3 5.5 Queue Delay 31.8 0.2 0.4 17.4 0.0 0.0 Total Delay 61.1 0.6 29.5 167.4 97.3 5.5 Queue Length 50th (ft) 26 2 376 ~224 159 0 Queue Length 95th (ft) m43 10 425 #391 #290 18 Internal Link Dist (ft) 49 1701 1266 Turn Bay Length (ft) Base Capacity (vph) 564 4248 2467 187 197 266 Starvation Cap Reductn 520 1604 0 0 0 0 Spillback Cap Reductn 0 0 463 87 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.77 0.60 0.74 2.03 0.83 0.28 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 15 HCM Signalized Intersection Capacity Analysis Future Background AM 8: 1st Avenue & Hallandale Beach Boulevard 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 31 1452 0 0 1344 23 187 151 68 0 0 0 Future Volume (vph) 31 1452 0 0 1344 23 187 151 68 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 5085 5072 1770 1863 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 5085 5072 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 34 1578 0 0 1461 25 203 164 74 0 0 0 RTOR Reduction (vph) 0 0 0 0 1 0 0 0 66 0 0 0 Lane Group Flow (vph) 34 1578 0 0 1485 0 203 164 8 0 0 0 Turn Type Prot NA NA Perm NA Perm Protected Phases 8 9 6 7 8 9 6 7 10 Permitted Phases 10 10 Actuated Green, G (s) 47.2 124.2 72.5 15.8 15.8 15.8 Effective Green, g (s) 47.2 124.2 72.5 15.8 15.8 15.8 Actuated g/C Ratio 0.32 0.83 0.49 0.11 0.11 0.11 Clearance Time (s) 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 560 4238 2467 187 197 167 v/s Ratio Prot 0.02 c0.31 c0.29 0.09 v/s Ratio Perm c0.11 0.00 v/c Ratio 0.06 0.37 0.60 1.09 0.83 0.05 Uniform Delay, d1 35.5 3.0 27.8 66.6 65.3 59.8 Progression Factor 0.82 0.05 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.0 0.4 90.5 24.9 0.1 Delay (s) 29.1 0.2 28.2 157.1 90.2 60.0 Level of Service C A C F F E Approach Delay (s) 0.8 28.2 115.9 0.0 Approach LOS A C F A Intersection Summary HCM 2000 Control Delay 26.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 149.0 Sum of lost time (s) 22.5 Intersection Capacity Utilization 87.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 16 Queues Future Background AM 9: Hallandale Beach Boulevard & E 8th Avenue 1/6/2016

Lane Group EBT EBR WBL WBT NBT SBL SBT SBR Lane Group Flow (vph) 1835 53 28 1550 109 185 1 200 v/c Ratio 0.78 0.07 0.24 0.60 0.66 0.32 0.00 0.34 Control Delay 38.1 4.5 30.7 15.8 82.3 46.5 46.0 21.4 Queue Delay 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.4 4.5 30.7 15.8 82.3 46.5 46.0 21.4 Queue Length 50th (ft) 364 4 7 126 103 155 1 67 Queue Length 95th (ft) m397 m8 m21 180 167 250 7 155 Internal Link Dist (ft) 611 578 210 703 Turn Bay Length (ft) 150 150 Base Capacity (vph) 2388 779 188 2860 230 577 607 594 Starvation Cap Reductn 118 0 0 12 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.81 0.07 0.15 0.54 0.47 0.32 0.00 0.34 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 17 HCM Signalized Intersection Capacity Analysis Future Background AM 9: Hallandale Beach Boulevard & E 8th Avenue 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1688 49 26 1426 0 73 2 26 170 1 184 Future Volume (vph) 0 1688 49 26 1426 0 73 2 26 170 1 184 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.97 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.97 0.95 1.00 1.00 Satd. Flow (prot) 5085 1583 1770 5085 1735 1770 1863 1583 Flt Permitted 1.00 1.00 0.05 1.00 0.97 0.95 1.00 1.00 Satd. Flow (perm) 5085 1583 95 5085 1735 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1835 53 28 1550 0 79 2 28 185 1 200 RTOR Reduction (vph) 0 0 29 0 0 0 0 8 0 0 0 79 Lane Group Flow (vph) 0 1835 24 28 1550 0 0 101 0 185 1 121 Turn Type NA Perm pm+pt NA Split NA Split NA Perm Protected Phases 4 3 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 73.7 73.7 82.5 82.5 14.6 50.4 50.4 50.4 Effective Green, g (s) 73.7 73.7 82.5 82.5 14.6 50.4 50.4 50.4 Actuated g/C Ratio 0.46 0.46 0.52 0.52 0.09 0.31 0.31 0.31 Clearance Time (s) 4.0 4.0 4.5 4.0 4.5 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2342 729 94 2621 158 557 586 498 v/s Ratio Prot c0.36 0.01 c0.30 c0.06 c0.10 0.00 v/s Ratio Perm 0.02 0.15 0.08 v/c Ratio 0.78 0.03 0.30 0.59 0.64 0.33 0.00 0.24 Uniform Delay, d1 36.4 23.6 28.4 27.0 70.2 41.9 37.6 40.6 Progression Factor 1.01 1.70 1.56 0.54 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 0.0 1.4 0.3 8.2 1.6 0.0 1.2 Delay (s) 37.7 40.1 45.8 14.8 78.3 43.5 37.6 41.8 Level of Service D D D B E D D D Approach Delay (s) 37.8 15.4 78.3 42.6 Approach LOS D B E D Intersection Summary HCM 2000 Control Delay 30.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 18 Queues Future Background AM 10: Hallandale Beach Boulevard & E 10th Avenue 1/6/2016

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBT Lane Group Flow (vph) 89 1826 50 120 1508 63 29 30 128 1 v/c Ratio 0.60 0.72 0.06 0.51 0.62 0.08 0.05 0.05 0.20 0.01 Control Delay 114.2 8.3 0.3 79.3 31.3 3.0 40.0 40.0 7.3 0.0 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 114.2 8.4 0.3 79.3 31.3 3.0 40.0 40.0 7.3 0.0 Queue Length 50th (ft) 99 84 0 63 417 0 21 22 0 0 Queue Length 95th (ft) m132 78 m0 97 412 20 54 56 54 0 Internal Link Dist (ft) 578 589 252 700 Turn Bay Length (ft) 180 65 475 180 Base Capacity (vph) 459 2802 891 375 2451 800 587 608 636 102 Starvation Cap Reductn 0 206 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.70 0.06 0.32 0.62 0.08 0.05 0.05 0.20 0.01 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 19 HCM Signalized Intersection Capacity Analysis Future Background AM 10: Hallandale Beach Boulevard & E 10th Avenue 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 82 1680 46 110 1387 58 36 18 118 0 0 1 Future Volume (vph) 82 1680 46 110 1387 58 36 18 118 0 0 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.0 Lane Util. Factor 1.00 0.91 1.00 0.97 0.91 1.00 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.98 1.00 1.00 Satd. Flow (prot) 1770 5085 1583 3433 5085 1583 1681 1741 1583 0 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.98 1.00 1.00 Satd. Flow (perm) 1770 5085 1583 3433 5085 1583 1681 1741 1583 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 89 1826 50 120 1508 63 39 20 128 0 0 1 RTOR Reduction (vph) 0 0 21 0 0 33 0 0 83 0 1 0 Lane Group Flow (vph) 89 1826 29 120 1508 30 29 30 45 0 0 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 Permitted Phases 4 8 2 Actuated Green, G (s) 13.4 79.6 79.6 10.9 77.1 77.1 56.0 56.0 56.0 0.0 Effective Green, g (s) 13.4 79.6 79.6 10.9 77.1 77.1 56.0 56.0 56.0 0.0 Actuated g/C Ratio 0.08 0.50 0.50 0.07 0.48 0.48 0.35 0.35 0.35 0.00 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 148 2529 787 233 2450 762 588 609 554 0 v/s Ratio Prot c0.05 c0.36 0.03 0.30 0.02 0.02 v/s Ratio Perm 0.02 0.02 c0.03 v/c Ratio 0.60 0.72 0.04 0.52 0.62 0.04 0.05 0.05 0.08 0.00 Uniform Delay, d1 70.7 31.5 20.6 72.0 30.5 21.9 34.4 34.4 34.8 80.0 Progression Factor 1.47 0.23 0.03 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.6 0.7 0.0 1.9 0.5 0.0 0.2 0.2 0.3 0.0 Delay (s) 108.4 7.8 0.7 73.9 31.0 21.9 34.6 34.5 35.1 80.0 Level of Service F A A E C C C C D E Approach Delay (s) 12.2 33.7 34.9 80.0 Approach LOS B C C E Intersection Summary HCM 2000 Control Delay 22.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 20 Queues Future Background AM 11: Dixie Highway & County Line Road 1/6/2016

Lane Group EBT WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 445 288 9 341 460 239 89 v/c Ratio 0.73 0.61 0.04 0.51 0.61 0.30 0.12 Control Delay 46.0 20.2 31.4 6.8 26.2 20.0 4.2 Queue Delay 0.8 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.8 20.2 31.4 6.8 26.2 20.0 4.2 Queue Length 50th (ft) 135 71 4 0 216 95 0 Queue Length 95th (ft) 212 78 19 75 333 158 27 Internal Link Dist (ft) 628 59 2638 Turn Bay Length (ft) Base Capacity (vph) 745 476 250 666 1011 1064 942 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 102 0 0 10 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.69 0.61 0.04 0.52 0.45 0.22 0.09 Intersection Summary

Synchro 9 Report Page 21 HCM Signalized Intersection Capacity Analysis Future Background AM 11: Dixie Highway & County Line Road 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 397 12 139 126 0 8 0 314 423 220 82 Future Volume (vph) 0 397 12 139 126 0 8 0 314 423 220 82 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 1.00 0.97 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3524 1815 1770 1583 1770 1863 1583 Flt Permitted 1.00 0.97 0.51 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3524 1815 955 1583 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 432 13 151 137 0 9 0 341 460 239 89 RTOR Reduction (vph) 0 2 0 0 0 0 0 0 251 0 0 51 Lane Group Flow (vph) 0 443 0 0 288 0 9 0 90 460 239 38 Turn Type NA Split NA D.Pm Prot custom NA Perm Protected Phases 1 4 4 2 3 2 3 Permitted Phases 2 2 2 3 Actuated Green, G (s) 17.0 25.7 25.7 25.7 37.1 41.6 41.6 Effective Green, g (s) 17.0 25.7 25.7 25.7 37.1 41.6 41.6 Actuated g/C Ratio 0.17 0.26 0.26 0.26 0.38 0.43 0.43 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 612 476 250 415 752 792 673 v/s Ratio Prot c0.13 c0.16 0.06 c0.07 0.13 v/s Ratio Perm 0.01 0.19 0.02 v/c Ratio 0.72 0.61 0.04 0.22 0.61 0.30 0.06 Uniform Delay, d1 38.2 31.6 26.8 28.2 25.5 18.5 16.5 Progression Factor 1.00 0.44 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.2 2.1 0.3 1.2 1.5 0.2 0.0 Delay (s) 42.4 15.8 27.1 29.4 26.9 18.7 16.6 Level of Service D B C C C B B Approach Delay (s) 42.4 15.8 29.3 23.3 Approach LOS D B C C Intersection Summary HCM 2000 Control Delay 27.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 97.8 Sum of lost time (s) 18.0 Intersection Capacity Utilization 65.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 22 Queues Future Background AM 12: County Line Road & 1st Avenue 1/6/2016

Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 391 845 152 203 57 140 v/c Ratio 0.34 0.65 0.43 0.42 0.12 0.27 Control Delay 2.7 4.5 36.7 34.8 31.1 7.2 Queue Delay 0.3 0.6 0.1 0.0 0.0 0.1 Total Delay 3.0 5.1 36.8 34.8 31.1 7.3 Queue Length 50th (ft) 27 86 77 102 26 0 Queue Length 95th (ft) 27 98 162 199 68 50 Internal Link Dist (ft) 59 64 2634 Turn Bay Length (ft) Base Capacity (vph) 1466 1446 351 489 489 518 Starvation Cap Reductn 512 261 0 0 0 0 Spillback Cap Reductn 0 0 10 0 0 52 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.41 0.71 0.45 0.42 0.12 0.30 Intersection Summary

Synchro 9 Report Page 23 HCM Signalized Intersection Capacity Analysis Future Background AM 12: County Line Road & 1st Avenue 1/6/2016

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 360 777 140 187 52 129 Future Volume (vph) 360 777 140 187 52 129 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1770 1863 1863 1583 Flt Permitted 0.95 1.00 0.72 1.00 1.00 1.00 Satd. Flow (perm) 1770 1583 1341 1863 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 391 845 152 203 57 140 RTOR Reduction (vph) 0 279 0 0 0 103 Lane Group Flow (vph) 391 566 152 203 57 37 Turn Type Prot Prot Perm NA NA Prot Protected Phases 5 5 8 8 8 Permitted Phases 8 Actuated Green, G (s) 63.1 63.1 25.7 25.7 25.7 25.7 Effective Green, g (s) 63.1 63.1 25.7 25.7 25.7 25.7 Actuated g/C Ratio 0.65 0.65 0.26 0.26 0.26 0.26 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1141 1021 352 489 489 415 v/s Ratio Prot 0.22 c0.36 0.11 0.03 0.02 v/s Ratio Perm c0.11 v/c Ratio 0.34 0.55 0.43 0.42 0.12 0.09 Uniform Delay, d1 7.9 9.6 30.0 29.8 27.4 27.2 Progression Factor 0.26 2.65 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.6 3.8 2.6 0.5 0.4 Delay (s) 2.2 25.9 33.8 32.4 27.9 27.6 Level of Service A C C C C C Approach Delay (s) 18.4 33.0 27.7 Approach LOS B C C Intersection Summary HCM 2000 Control Delay 22.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 97.8 Sum of lost time (s) 18.0 Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 24 HCM Unsignalized Intersection Capacity Analysis Future Background AM 13: E 1st Avenue & NE 214th Terr 1/6/2016

Synchro 9 Report Page 25 HCM Unsignalized Intersection Capacity Analysis Future Background AM 14: SE 3rd Ave & SE 10th Ct 1/6/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 28 19 55 5 1 4 5 10 23 28 1 Future Volume (Veh/h) 1 28 19 55 5 1 4 5 10 23 28 1 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) 1 30 21 60 5 1 4 5 11 25 30 1 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 6 51 184 168 40 182 178 6 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 6 51 184 168 40 182 178 6 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 % 100 96 99 99 99 97 96 100 cM capacity (veh/h) 1615 1555 728 696 1031 744 687 1077 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 52 66 20 56 Volume Left 1 60 4 25 Volume Right 21 1 11 1 cSH 1615 1555 857 716 Volume to Capacity 0.00 0.04 0.02 0.08 Queue Length 95th (ft) 0 3 2 6 Control Delay (s) 0.1 6.8 9.3 10.5 Lane LOS A A A B Approach Delay (s) 0.1 6.8 9.3 10.5 Approach LOS A B Intersection Summary Average Delay 6.3 Intersection Capacity Utilization 22.1% ICU Level of Service A Analysis Period (min) 15

Synchro 9 Report Page 26 HCM Unsignalized Intersection Capacity Analysis Future Background AM 37: NE 214th Terr & SE 3rd Ave 1/6/2016

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 39 10 5 2 0 27 Future Volume (Veh/h) 39 10 5 2 0 27 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) 42 11 5 2 0 29 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 7 101 6 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 7 101 6 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 97 100 97 cM capacity (veh/h) 1614 874 1077 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 53 7 29 Volume Left 42 0 0 Volume Right 0 2 29 cSH 1614 1700 1077 Volume to Capacity 0.03 0.00 0.03 Queue Length 95th (ft) 2 0 2 Control Delay (s) 5.8 0.0 8.4 Lane LOS A A Approach Delay (s) 5.8 0.0 8.4 Approach LOS A Intersection Summary Average Delay 6.2 Intersection Capacity Utilization 19.4% ICU Level of Service A Analysis Period (min) 15

Synchro 9 Report Page 27 HCM Unsignalized Intersection Capacity Analysis Future Background AM 41: Optima Office Drive 1/6/2016

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 9 20 83 1577 2655 233 Future Volume (Veh/h) 9 20 83 1577 2655 233 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) 10 22 90 1714 2886 253 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 500 754 pX, platoon unblocked 0.57 0.48 0.48 vC, conflicting volume 3764 1088 3139 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1006 0 1660 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 86 96 51 cM capacity (veh/h) 70 520 184 Direction, Lane # EB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 Volume Total 32 90 571 571 571 1154 1154 830 Volume Left 10 90 0 0 0 0 0 0 Volume Right 22 0 0 0 0 0 0 253 cSH 172 184 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.19 0.49 0.34 0.34 0.34 0.68 0.68 0.49 Queue Length 95th (ft) 17 60 0 0 0 0 0 0 Control Delay (s) 30.6 41.9 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS D E Approach Delay (s) 30.6 2.1 0.0 Approach LOS D Intersection Summary Average Delay 1.0 Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15

Synchro 9 Report Page 28 HCM Unsignalized Intersection Capacity Analysis Future Background AM 46: Optima Drive 1/6/2016

Synchro 9 Report Page 29 Queues AM Existing 1: Biscayne Boulevard & NE 213th Street 1/5/2016

Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 234 465 1358 140 405 2224 v/c Ratio 0.66 0.66 0.49 0.15 0.86 0.52 Control Delay 77.8 9.9 24.7 5.8 73.6 4.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 77.8 9.9 24.7 5.8 73.6 4.3 Queue Length 50th (ft) 123 0 312 10 406 193 Queue Length 95th (ft) 166 57 434 55 497 266 Internal Link Dist (ft) 379 211 420 Turn Bay Length (ft) Base Capacity (vph) 525 820 2779 918 625 4272 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.57 0.49 0.15 0.65 0.52 Intersection Summary

Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis AM Existing 1: Biscayne Boulevard & NE 213th Street 1/5/2016

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 215 428 1249 129 373 2046 Future Volume (vph) 215 428 1249 129 373 2046 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.88 0.91 1.00 1.00 0.91 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 2787 5085 1583 1770 5085 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 2787 5085 1583 1770 5085 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 234 465 1358 140 405 2224 RTOR Reduction (vph) 0 417 0 54 0 0 Lane Group Flow (vph) 234 48 1358 86 405 2224 Turn Type Prot Perm NA Perm Prot NA Protected Phases 8 2 1 6 Permitted Phases 8 2 Actuated Green, G (s) 16.6 16.6 87.4 87.4 42.5 134.4 Effective Green, g (s) 16.6 16.6 87.4 87.4 42.5 134.4 Actuated g/C Ratio 0.10 0.10 0.55 0.55 0.27 0.84 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 356 289 2777 864 470 4271 v/s Ratio Prot c0.07 0.27 c0.23 c0.44 v/s Ratio Perm 0.02 0.05 v/c Ratio 0.66 0.17 0.49 0.10 0.86 0.52 Uniform Delay, d1 69.0 65.4 22.5 17.4 56.0 3.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.3 0.3 0.6 0.2 14.9 0.5 Delay (s) 73.3 65.7 23.1 17.7 70.9 4.1 Level of Service E E C B E A Approach Delay (s) 68.2 22.6 14.4 Approach LOS E C B Intersection Summary HCM 2000 Control Delay 24.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 62.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 2 Queues AM Existing 2: US 1 & SE 9th Street 1/5/2016

Lane Group EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 118 12 13 4 61 1498 24 22 2614 v/c Ratio 0.71 0.18 0.19 0.02 0.59 0.39 0.02 0.20 0.70 Control Delay 57.7 81.9 82.4 0.2 97.0 9.0 0.0 80.8 16.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.7 81.9 82.4 0.2 97.0 9.0 0.0 80.8 16.3 Queue Length 50th (ft) 57 13 14 0 65 226 0 11 601 Queue Length 95th (ft) 127 38 41 0 116 311 0 28 836 Internal Link Dist (ft) 1532 73 674 1939 Turn Bay Length (ft) Base Capacity (vph) 240 241 243 327 184 3856 1227 356 3727 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.05 0.05 0.01 0.33 0.39 0.02 0.06 0.70 Intersection Summary

Synchro 9 Report Page 3 HCM Signalized Intersection Capacity Analysis AM Existing 2: US 1 & SE 9th Street 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 23 7 78 22 1 4 56 1378 22 20 2394 11 Future Volume (vph) 23 7 78 22 1 4 56 1378 22 20 2394 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.5 6.5 7.0 7.0 7.0 7.0 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.97 0.91 Frt 0.90 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.99 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1664 1681 1692 1583 1770 5085 1583 3433 5082 Flt Permitted 0.99 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1664 1681 1692 1583 1770 5085 1583 3433 5082 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 25 8 85 24 1 4 61 1498 24 22 2602 12 RTOR Reduction (vph) 0 60 0 0 0 4 0 0 7 0 0 0 Lane Group Flow (vph) 0 58 0 12 13 0 61 1498 17 22 2614 0 Turn Type Split NA Split NA Prot Prot NA Perm Prot NA Protected Phases 4 4 8 8 8 5 2 1 6 Permitted Phases 2 Actuated Green, G (s) 10.4 4.1 4.1 4.1 8.5 118.6 118.6 3.4 116.0 Effective Green, g (s) 10.4 4.1 4.1 4.1 8.5 118.6 118.6 3.4 116.0 Actuated g/C Ratio 0.06 0.03 0.03 0.03 0.05 0.73 0.73 0.02 0.71 Clearance Time (s) 6.5 6.5 6.5 6.5 7.0 7.0 7.0 7.0 4.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 1.5 3.0 3.0 1.5 3.0 Lane Grp Cap (vph) 105 42 42 39 92 3688 1148 71 3605 v/s Ratio Prot c0.03 0.01 c0.01 0.00 c0.03 c0.29 0.01 c0.51 v/s Ratio Perm 0.01 v/c Ratio 0.55 0.29 0.31 0.00 0.66 0.41 0.02 0.31 0.73 Uniform Delay, d1 74.3 78.3 78.3 77.7 76.1 8.7 6.2 78.9 14.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.5 1.4 1.5 0.0 13.0 0.3 0.0 0.9 1.3 Delay (s) 77.8 79.6 79.8 77.7 89.1 9.1 6.3 79.8 15.5 Level of Service E E E E F A A E B Approach Delay (s) 77.8 79.5 12.1 16.0 Approach LOS E E B B Intersection Summary HCM 2000 Control Delay 16.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 163.5 Sum of lost time (s) 27.0 Intersection Capacity Utilization 70.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 4 Queues AM Existing 3: US 1 & 3 rd Street 1/5/2016

Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 159 557 26 9 10 72 1259 17 46 1909 v/c Ratio 0.36 1.12 0.33 0.11 0.04 0.63 0.67 0.02 0.34 0.76 Control Delay 52.3 118.9 84.2 75.0 0.3 95.1 31.0 0.1 63.1 49.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.3 118.9 84.2 75.0 0.3 95.1 31.0 0.1 63.1 49.5 Queue Length 50th (ft) 138 ~572 27 9 0 75 520 0 25 599 Queue Length 95th (ft) 210 #813 61 30 0 129 643 0 m35 m650 Internal Link Dist (ft) 717 185 1939 1261 Turn Bay Length (ft) 150 150 300 375 Base Capacity (vph) 442 498 420 442 750 188 1886 894 364 2500 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.36 1.12 0.06 0.02 0.01 0.38 0.67 0.02 0.13 0.76 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 5 HCM Signalized Intersection Capacity Analysis AM Existing 3: US 1 & 3 rd Street 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 146 105 408 24 8 9 66 1158 16 42 1750 6 Future Volume (vph) 146 105 408 24 8 9 66 1158 16 42 1750 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 0.97 0.91 Frt 1.00 0.88 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1641 1770 1863 2787 1770 3539 1583 3433 5082 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 1641 1770 1863 2787 1770 3539 1583 3433 5082 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 159 114 443 26 9 10 72 1259 17 46 1902 7 RTOR Reduction (vph) 0 88 0 0 0 10 0 0 8 0 0 0 Lane Group Flow (vph) 159 469 0 26 9 0 72 1259 9 46 1909 0 Turn Type Split NA Split NA Prot Prot NA Perm Prot NA Protected Phases 4 4 8 8 8 5 2 1 6 Permitted Phases 2 Actuated Green, G (s) 40.0 40.0 6.1 6.1 6.1 10.4 82.6 82.6 5.3 77.5 Effective Green, g (s) 40.0 40.0 6.1 6.1 6.1 10.4 82.6 82.6 5.3 77.5 Actuated g/C Ratio 0.25 0.25 0.04 0.04 0.04 0.07 0.52 0.52 0.03 0.48 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 1.5 3.0 3.0 1.5 3.0 Lane Grp Cap (vph) 442 410 67 71 106 115 1827 817 113 2461 v/s Ratio Prot 0.09 c0.29 c0.01 0.00 0.00 c0.04 c0.36 0.01 c0.38 v/s Ratio Perm 0.01 v/c Ratio 0.36 1.14 0.39 0.13 0.00 0.63 0.69 0.01 0.41 0.78 Uniform Delay, d1 49.4 60.0 75.1 74.4 74.0 72.9 29.1 18.8 75.8 34.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.80 1.39 Incremental Delay, d2 0.2 90.1 1.4 0.3 0.0 7.4 2.2 0.0 0.5 1.3 Delay (s) 49.6 150.1 76.5 74.7 74.0 80.3 31.2 18.8 60.8 48.8 Level of Service D F E E E F C B E D Approach Delay (s) 127.8 75.6 33.7 49.0 Approach LOS F E C D Intersection Summary HCM 2000 Control Delay 58.1 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 26.0 Intersection Capacity Utilization 85.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 6 Queues AM Existing 4: Dixie Highway & 3rd Street 1/5/2016

Lane Group EBT WBT SBL SBT Lane Group Flow (vph) 298 167 488 662 v/c Ratio 0.71 0.22 1.00 0.47 Control Delay 56.5 3.4 86.6 40.3 Queue Delay 14.9 2.6 37.1 0.0 Total Delay 71.4 6.0 123.8 40.3 Queue Length 50th (ft) 232 3 412 169 Queue Length 95th (ft) 336 4 #641 210 Internal Link Dist (ft) 99 25 1263 Turn Bay Length (ft) Base Capacity (vph) 421 759 490 1405 Starvation Cap Reductn 0 480 0 0 Spillback Cap Reductn 107 0 150 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.95 0.60 1.44 0.47 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Synchro 9 Report Page 7 HCM Signalized Intersection Capacity Analysis AM Existing 4: Dixie Highway & 3rd Street 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 267 7 27 127 0 0 0 0 449 596 13 Future Volume (vph) 0 267 7 27 127 0 0 0 0 449 596 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 3.0 3.0 Lane Util. Factor 1.00 1.00 1.00 0.91 Frt 1.00 1.00 1.00 1.00 Flt Protected 1.00 0.99 0.95 1.00 Satd. Flow (prot) 1856 1847 1770 5069 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1856 1861 1770 5069 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 290 8 29 138 0 0 0 0 488 648 14 RTOR Reduction (vph) 0 1 0 0 0 0 0 0 0 0 2 0 Lane Group Flow (vph) 0 297 0 0 167 0 0 0 0 488 660 0 Turn Type NA Prot NA Split NA Protected Phases 4 2 2 4 1 9 1 9 Permitted Phases Actuated Green, G (s) 29.5 82.0 36.0 36.0 Effective Green, g (s) 29.5 82.0 31.5 31.5 Actuated g/C Ratio 0.23 0.63 0.24 0.24 Clearance Time (s) 4.5 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 421 1168 428 1228 v/s Ratio Prot c0.16 c0.06 c0.28 0.13 v/s Ratio Perm 0.03 v/c Ratio 0.71 0.14 1.14 0.54 Uniform Delay, d1 46.3 9.7 49.2 42.9 Progression Factor 1.00 0.13 1.00 1.00 Incremental Delay, d2 5.3 0.1 87.7 0.5 Delay (s) 51.6 1.4 136.9 43.4 Level of Service D A F D Approach Delay (s) 51.6 1.4 0.0 83.1 Approach LOS D A A F Intersection Summary HCM 2000 Control Delay 68.8 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.5 Intersection Capacity Utilization 58.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 8 Queues AM Existing 5: 1st Avenue & 3rd Street 1/5/2016

Lane Group EBT WBT WBR NBT Lane Group Flow (vph) 698 87 78 316 v/c Ratio 0.95 0.22 0.18 0.34 Control Delay 33.9 43.7 2.1 39.6 Queue Delay 43.7 0.2 0.0 0.0 Total Delay 77.5 44.0 2.1 39.6 Queue Length 50th (ft) 371 61 0 113 Queue Length 95th (ft) m#418 110 9 156 Internal Link Dist (ft) 25 225 2634 Turn Bay Length (ft) Base Capacity (vph) 736 401 439 924 Starvation Cap Reductn 124 0 0 0 Spillback Cap Reductn 0 78 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 1.14 0.27 0.18 0.34 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 9 HCM Signalized Intersection Capacity Analysis AM Existing 5: 1st Avenue & 3rd Street 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 44 598 0 0 80 72 75 208 7 0 0 0 Future Volume (vph) 44 598 0 0 80 72 75 208 7 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 4.5 Lane Util. Factor 1.00 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 Flt Protected 1.00 1.00 1.00 0.99 Satd. Flow (prot) 1856 1863 1583 3481 Flt Permitted 0.99 1.00 1.00 0.99 Satd. Flow (perm) 1839 1863 1583 3481 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 48 650 0 0 87 78 82 226 8 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 61 0 1 0 0 0 0 Lane Group Flow (vph) 0 698 0 0 87 17 0 315 0 0 0 0 Turn Type Prot NA NA Perm Split NA Protected Phases 8 7 8 7 10 3 10 3 Permitted Phases 7 Actuated Green, G (s) 79.0 28.0 28.0 36.0 Effective Green, g (s) 79.0 28.0 28.0 36.0 Actuated g/C Ratio 0.61 0.22 0.22 0.28 Clearance Time (s) 6.0 6.0 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 1124 401 340 963 v/s Ratio Prot c0.24 0.05 c0.09 v/s Ratio Perm c0.13 0.01 v/c Ratio 0.62 0.22 0.05 0.33 Uniform Delay, d1 16.1 42.0 40.4 37.4 Progression Factor 0.52 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.3 0.1 0.2 Delay (s) 8.9 42.3 40.5 37.6 Level of Service A D D D Approach Delay (s) 8.9 41.4 37.6 0.0 Approach LOS A D D A Intersection Summary HCM 2000 Control Delay 21.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.5 Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 10 Queues AM Existing 6: US 1 & Hallandale Beach Boulevard 1/5/2016

Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 195 1312 608 1133 326 722 357 487 1144 v/c Ratio 0.89 0.79 1.32 0.82 0.81 0.52 0.47 0.92 0.58 Control Delay 107.0 56.1 214.1 38.9 116.1 33.2 8.9 89.6 48.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 107.0 56.1 214.1 38.9 116.1 33.2 8.9 89.6 48.7 Queue Length 50th (ft) 202 354 ~430 210 186 161 87 263 299 Queue Length 95th (ft) #336 394 #543 306 0 191 49 #386 356 Internal Link Dist (ft) 1701 611 1261 282 Turn Bay Length (ft) 445 420 Base Capacity (vph) 237 1791 461 1434 493 1386 762 529 1972 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.82 0.73 1.32 0.79 0.66 0.52 0.47 0.92 0.58 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Synchro 9 Report Page 11 HCM Signalized Intersection Capacity Analysis AM Existing 6: US 1 & Hallandale Beach Boulevard 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 179 913 294 559 952 90 300 664 328 448 1009 43 Future Volume (vph) 179 913 294 559 952 90 300 664 328 448 1009 43 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.5 6.5 7.0 8.0 6.5 7.0 8.0 Lane Util. Factor 1.00 0.86 0.97 0.91 0.97 0.91 1.00 0.97 0.86 Frt 1.00 0.96 1.00 0.99 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 6173 3433 5019 3433 5085 1583 3433 6368 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 6173 3433 5019 3433 5085 1583 3433 6368 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 195 992 320 608 1035 98 326 722 357 487 1097 47 RTOR Reduction (vph) 0 38 0 0 7 0 0 0 43 0 3 0 Lane Group Flow (vph) 195 1274 0 608 1126 0 326 722 314 487 1141 0 Turn Type Prot NA Prot NA Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 2 Actuated Green, G (s) 19.8 42.3 21.5 44.0 18.8 43.5 65.0 24.7 49.4 Effective Green, g (s) 19.8 42.3 21.5 44.0 18.8 43.5 65.0 24.7 49.4 Actuated g/C Ratio 0.12 0.26 0.13 0.28 0.12 0.27 0.41 0.15 0.31 Clearance Time (s) 6.5 6.5 6.5 6.5 7.0 8.0 6.5 7.0 8.0 Vehicle Extension (s) 1.5 2.5 1.5 2.5 1.5 2.5 1.5 1.5 2.5 Lane Grp Cap (vph) 219 1631 461 1380 403 1382 643 529 1966 v/s Ratio Prot 0.11 0.21 c0.18 c0.22 0.09 0.14 0.07 c0.14 c0.18 v/s Ratio Perm 0.13 v/c Ratio 0.89 0.78 1.32 0.82 0.81 0.52 0.49 0.92 0.58 Uniform Delay, d1 69.0 54.6 69.2 54.2 68.8 49.4 35.2 66.7 46.6 Progression Factor 1.00 1.00 1.17 0.63 1.51 0.64 0.30 1.00 1.00 Incremental Delay, d2 32.3 2.4 156.7 3.4 8.5 1.1 0.2 21.2 1.3 Delay (s) 101.4 57.0 237.5 37.6 112.5 32.9 10.7 87.9 47.8 Level of Service F E F D F C B F D Approach Delay (s) 62.7 107.4 45.8 59.8 Approach LOS E F D E Intersection Summary HCM 2000 Control Delay 70.5 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 28.0 Intersection Capacity Utilization 83.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 12 Queues AM Existing 7: Hallandale Beach Boulevard & Dixie Highway 1/5/2016

Lane Group EBT WBL WBT SBT Lane Group Flow (vph) 1372 114 1471 898 v/c Ratio 0.53 0.84 0.47 0.80 Control Delay 25.0 119.9 2.7 64.1 Queue Delay 0.0 84.5 0.3 0.0 Total Delay 25.1 204.3 3.0 64.1 Queue Length 50th (ft) 317 96 67 242 Queue Length 95th (ft) 361 m#204 m72 284 Internal Link Dist (ft) 2134 49 537 Turn Bay Length (ft) Base Capacity (vph) 2602 136 3156 1163 Starvation Cap Reductn 0 89 833 0 Spillback Cap Reductn 142 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.56 2.43 0.63 0.77 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 13 HCM Signalized Intersection Capacity Analysis AM Existing 7: Hallandale Beach Boulevard & Dixie Highway 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1228 34 105 1353 0 0 0 0 218 570 38 Future Volume (vph) 0 1228 34 105 1353 0 0 0 0 218 570 38 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 Lane Util. Factor 0.91 1.00 0.91 0.86 Frt 1.00 1.00 1.00 0.99 Flt Protected 1.00 0.95 1.00 0.99 Satd. Flow (prot) 5065 1770 5085 6281 Flt Permitted 1.00 0.95 1.00 0.99 Satd. Flow (perm) 5065 1770 5085 6281 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1335 37 114 1471 0 0 0 0 237 620 41 RTOR Reduction (vph) 0 2 0 0 0 0 0 0 0 0 5 0 Lane Group Flow (vph) 0 1370 0 114 1471 0 0 0 0 0 893 0 Turn Type NA Prot NA Perm NA Protected Phases 2 3 1 1 2 3 4 Permitted Phases 4 Actuated Green, G (s) 76.5 11.5 92.5 26.6 Effective Green, g (s) 76.5 11.5 92.5 26.6 Actuated g/C Ratio 0.51 0.08 0.62 0.18 Clearance Time (s) 4.5 4.5 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 2600 136 3156 1121 v/s Ratio Prot c0.27 c0.06 0.29 v/s Ratio Perm 0.14 v/c Ratio 0.53 0.84 0.47 0.80 Uniform Delay, d1 24.2 67.8 15.1 58.6 Progression Factor 1.00 1.27 0.15 1.00 Incremental Delay, d2 0.2 28.2 0.1 4.0 Delay (s) 24.4 114.4 2.4 62.6 Level of Service C F A E Approach Delay (s) 24.4 10.5 0.0 62.6 Approach LOS C B A E Intersection Summary HCM 2000 Control Delay 27.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 149.0 Sum of lost time (s) 22.5 Intersection Capacity Utilization 81.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 14 Queues AM Existing 8: 1st Avenue & Hallandale Beach Boulevard 1/5/2016

Lane Group EBL EBT WBT NBL NBT NBR Lane Group Flow (vph) 33 1524 1415 189 143 72 v/c Ratio 0.06 0.36 0.57 0.97 0.70 0.27 Control Delay 29.6 0.3 28.3 122.7 82.8 4.9 Queue Delay 24.9 0.2 0.4 47.1 0.0 0.0 Total Delay 54.4 0.5 28.7 169.8 82.8 4.9 Queue Length 50th (ft) 25 1 351 ~195 137 0 Queue Length 95th (ft) m45 4 398 #359 #240 15 Internal Link Dist (ft) 49 1701 1266 Turn Bay Length (ft) Base Capacity (vph) 564 4248 2467 194 204 271 Starvation Cap Reductn 518 1466 0 0 0 0 Spillback Cap Reductn 0 0 465 84 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.72 0.55 0.71 1.72 0.70 0.27 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 15 HCM Signalized Intersection Capacity Analysis AM Existing 8: 1st Avenue & Hallandale Beach Boulevard 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 30 1402 0 0 1280 22 174 132 66 0 0 0 Future Volume (vph) 30 1402 0 0 1280 22 174 132 66 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 5085 5072 1770 1863 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 5085 5072 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 33 1524 0 0 1391 24 189 143 72 0 0 0 RTOR Reduction (vph) 0 0 0 0 1 0 0 0 64 0 0 0 Lane Group Flow (vph) 33 1524 0 0 1414 0 189 143 8 0 0 0 Turn Type Prot NA NA Perm NA Perm Protected Phases 8 9 6 7 8 9 6 7 10 Permitted Phases 10 10 Actuated Green, G (s) 46.6 123.6 72.5 16.4 16.4 16.4 Effective Green, g (s) 46.6 123.6 72.5 16.4 16.4 16.4 Actuated g/C Ratio 0.31 0.83 0.49 0.11 0.11 0.11 Clearance Time (s) 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 553 4218 2467 194 205 174 v/s Ratio Prot 0.02 c0.30 c0.28 0.08 v/s Ratio Perm c0.11 0.01 v/c Ratio 0.06 0.36 0.57 0.97 0.70 0.05 Uniform Delay, d1 35.9 3.1 27.2 66.1 63.9 59.3 Progression Factor 0.82 0.03 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.0 0.3 56.7 9.9 0.1 Delay (s) 29.6 0.1 27.6 122.8 73.8 59.4 Level of Service C A C F E E Approach Delay (s) 0.8 27.6 94.2 0.0 Approach LOS A C F A Intersection Summary HCM 2000 Control Delay 23.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 149.0 Sum of lost time (s) 22.5 Intersection Capacity Utilization 81.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 16 Queues AM Existing 9: Hallandale Beach Boulevard & E 8th Avenue 1/5/2016

Lane Group EBT EBR WBL WBT NBT SBL SBR Lane Group Flow (vph) 1787 23 22 1496 40 180 195 v/c Ratio 0.77 0.03 0.19 0.59 0.33 0.25 0.26 Control Delay 39.0 0.7 24.8 15.7 11.8 36.7 4.5 Queue Delay 0.1 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.1 0.7 24.8 15.7 11.8 36.7 4.5 Queue Length 50th (ft) 360 0 5 124 0 134 0 Queue Length 95th (ft) 373 m0 m10 163 15 216 49 Internal Link Dist (ft) 611 578 210 Turn Bay Length (ft) 150 150 Base Capacity (vph) 2376 775 189 2860 270 711 761 Starvation Cap Reductn 76 0 0 8 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.78 0.03 0.12 0.52 0.15 0.25 0.26 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 17 HCM Signalized Intersection Capacity Analysis AM Existing 9: Hallandale Beach Boulevard & E 8th Avenue 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1644 21 20 1376 0 12 0 25 166 0 179 Future Volume (vph) 0 1644 21 20 1376 0 12 0 25 166 0 179 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 0.91 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.91 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.98 0.95 1.00 Satd. Flow (prot) 5085 1583 1770 5085 1666 1770 1583 Flt Permitted 1.00 1.00 0.05 1.00 0.98 0.95 1.00 Satd. Flow (perm) 5085 1583 97 5085 1666 1770 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1787 23 22 1496 0 13 0 27 180 0 195 RTOR Reduction (vph) 0 0 13 0 0 0 0 39 0 0 0 120 Lane Group Flow (vph) 0 1787 10 22 1496 0 0 1 0 180 0 75 Turn Type NA Perm pm+pt NA Split NA Split Perm Protected Phases 4 3 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 72.6 72.6 81.2 81.2 4.6 61.7 61.7 Effective Green, g (s) 72.6 72.6 81.2 81.2 4.6 61.7 61.7 Actuated g/C Ratio 0.45 0.45 0.51 0.51 0.03 0.39 0.39 Clearance Time (s) 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2307 718 92 2580 47 682 610 v/s Ratio Prot c0.35 0.01 c0.29 c0.00 c0.10 v/s Ratio Perm 0.01 0.12 0.05 v/c Ratio 0.77 0.01 0.24 0.58 0.02 0.26 0.12 Uniform Delay, d1 36.8 24.0 28.3 27.5 75.5 33.6 31.7 Progression Factor 1.02 1.00 1.26 0.53 1.00 1.00 1.00 Incremental Delay, d2 1.1 0.0 1.1 0.3 0.2 0.9 0.4 Delay (s) 38.6 24.0 36.8 14.7 75.7 34.6 32.1 Level of Service D C D B E C C Approach Delay (s) 38.4 15.0 75.7 33.3 Approach LOS D B E C Intersection Summary HCM 2000 Control Delay 28.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 18 Queues AM Existing 10: Hallandale Beach Boulevard & E 10th Avenue 1/5/2016

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR Lane Group Flow (vph) 87 1779 49 116 1451 62 27 28 114 v/c Ratio 0.60 0.72 0.06 0.50 0.61 0.08 0.04 0.04 0.18 Control Delay 115.8 8.4 0.3 79.3 32.4 3.2 38.2 38.2 7.3 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 115.8 8.5 0.3 79.3 32.4 3.2 38.2 38.2 7.3 Queue Length 50th (ft) 96 72 0 61 405 0 18 20 0 Queue Length 95th (ft) m132 73 m0 95 408 20 50 51 50 Internal Link Dist (ft) 578 589 252 Turn Bay Length (ft) 180 65 475 180 Base Capacity (vph) 459 2785 885 375 2385 781 611 631 648 Starvation Cap Reductn 0 166 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.68 0.06 0.31 0.61 0.08 0.04 0.04 0.18 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 19 HCM Signalized Intersection Capacity Analysis AM Existing 10: Hallandale Beach Boulevard & E 10th Avenue 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 80 1637 45 107 1335 57 35 16 105 0 0 0 Future Volume (vph) 80 1637 45 107 1335 57 35 16 105 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.97 0.91 1.00 0.95 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.98 1.00 Satd. Flow (prot) 1770 5085 1583 3433 5085 1583 1681 1736 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.98 1.00 Satd. Flow (perm) 1770 5085 1583 3433 5085 1583 1681 1736 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 87 1779 49 116 1451 62 38 17 114 0 0 0 RTOR Reduction (vph) 0 0 21 0 0 33 0 0 73 0 0 0 Lane Group Flow (vph) 87 1779 28 116 1451 29 27 28 41 0 0 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 Permitted Phases 4 8 2 Actuated Green, G (s) 13.2 77.5 77.5 10.8 75.1 75.1 58.2 58.2 58.2 Effective Green, g (s) 13.2 77.5 77.5 10.8 75.1 75.1 58.2 58.2 58.2 Actuated g/C Ratio 0.08 0.48 0.48 0.07 0.47 0.47 0.36 0.36 0.36 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 146 2463 766 231 2386 743 611 631 575 v/s Ratio Prot c0.05 c0.35 0.03 0.29 0.02 0.02 v/s Ratio Perm 0.02 0.02 c0.03 v/c Ratio 0.60 0.72 0.04 0.50 0.61 0.04 0.04 0.04 0.07 Uniform Delay, d1 70.8 32.7 21.7 72.0 31.5 22.9 32.9 32.9 33.3 Progression Factor 1.48 0.22 0.03 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.5 0.8 0.0 1.7 0.4 0.0 0.1 0.1 0.2 Delay (s) 109.6 7.9 0.6 73.7 32.0 23.0 33.1 33.0 33.5 Level of Service F A A E C C C C C Approach Delay (s) 12.3 34.6 33.4 0.0 Approach LOS B C C A Intersection Summary HCM 2000 Control Delay 23.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.46 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 51.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 20 Queues AM Existing 11: Dixie Highway & County Line Road 1/5/2016

Lane Group EBT WBT NBL NBR SBL SBT SBR Lane Group Flow (vph) 434 282 9 333 449 217 87 v/c Ratio 0.71 0.58 0.03 0.50 0.60 0.28 0.12 Control Delay 44.8 19.1 30.4 6.6 26.1 19.8 4.4 Queue Delay 0.7 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.5 19.1 30.4 6.6 26.1 19.8 4.4 Queue Length 50th (ft) 130 68 4 0 207 85 0 Queue Length 95th (ft) 202 74 18 72 325 144 28 Internal Link Dist (ft) 628 59 2638 Turn Bay Length (ft) Base Capacity (vph) 756 483 270 665 1026 1080 954 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 104 0 0 10 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.67 0.58 0.03 0.51 0.44 0.20 0.09 Intersection Summary

Synchro 9 Report Page 21 HCM Signalized Intersection Capacity Analysis AM Existing 11: Dixie Highway & County Line Road 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 387 12 136 123 0 8 0 306 413 200 80 Future Volume (vph) 0 387 12 136 123 0 8 0 306 413 200 80 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 1.00 0.97 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3523 1815 1770 1583 1770 1863 1583 Flt Permitted 1.00 0.97 0.55 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3523 1815 1017 1583 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 421 13 148 134 0 9 0 333 449 217 87 RTOR Reduction (vph) 0 2 0 0 0 0 0 0 244 0 0 50 Lane Group Flow (vph) 0 432 0 0 282 0 9 0 89 449 217 37 Turn Type NA Split NA D.Pm Prot custom NA Perm Protected Phases 1 4 4 2 3 2 3 Permitted Phases 2 2 2 3 Actuated Green, G (s) 16.6 25.6 25.6 25.6 36.0 40.5 40.5 Effective Green, g (s) 16.6 25.6 25.6 25.6 36.0 40.5 40.5 Actuated g/C Ratio 0.17 0.27 0.27 0.27 0.37 0.42 0.42 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 607 482 270 421 745 784 666 v/s Ratio Prot c0.12 c0.16 0.06 c0.07 0.12 v/s Ratio Perm 0.01 0.19 0.02 v/c Ratio 0.71 0.59 0.03 0.21 0.60 0.28 0.05 Uniform Delay, d1 37.5 30.7 26.1 27.4 25.2 18.3 16.5 Progression Factor 1.00 0.43 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.9 1.7 0.2 1.1 1.4 0.2 0.0 Delay (s) 41.5 15.0 26.4 28.6 26.6 18.4 16.5 Level of Service D B C C C B B Approach Delay (s) 41.5 15.0 28.5 23.1 Approach LOS D B C C Intersection Summary HCM 2000 Control Delay 27.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 96.2 Sum of lost time (s) 18.0 Intersection Capacity Utilization 64.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 22 Queues AM Existing 12: County Line Road & 1st Avenue 1/5/2016

Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 382 824 149 110 50 137 v/c Ratio 0.34 0.63 0.42 0.22 0.10 0.26 Control Delay 2.8 4.1 35.3 31.0 30.0 7.1 Queue Delay 0.2 0.6 0.1 0.0 0.0 0.1 Total Delay 3.0 4.7 35.4 31.0 30.0 7.2 Queue Length 50th (ft) 26 79 73 51 23 0 Queue Length 95th (ft) 26 92 155 112 60 49 Internal Link Dist (ft) 59 64 2634 Turn Bay Length (ft) Base Capacity (vph) 1488 1461 359 496 496 522 Starvation Cap Reductn 504 275 0 0 0 0 Spillback Cap Reductn 0 0 10 0 0 48 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.69 0.43 0.22 0.10 0.29 Intersection Summary

Synchro 9 Report Page 23 HCM Signalized Intersection Capacity Analysis AM Existing 12: County Line Road & 1st Avenue 1/5/2016

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 351 758 137 101 46 126 Future Volume (vph) 351 758 137 101 46 126 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1770 1863 1863 1583 Flt Permitted 0.95 1.00 0.72 1.00 1.00 1.00 Satd. Flow (perm) 1770 1583 1349 1863 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 382 824 149 110 50 137 RTOR Reduction (vph) 0 294 0 0 0 101 Lane Group Flow (vph) 382 530 149 110 50 36 Turn Type Prot Prot Perm NA NA Prot Protected Phases 5 5 8 8 8 Permitted Phases 8 Actuated Green, G (s) 61.6 61.6 25.6 25.6 25.6 25.6 Effective Green, g (s) 61.6 61.6 25.6 25.6 25.6 25.6 Actuated g/C Ratio 0.64 0.64 0.27 0.27 0.27 0.27 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1133 1013 358 495 495 421 v/s Ratio Prot 0.22 c0.33 0.06 0.03 0.02 v/s Ratio Perm c0.11 v/c Ratio 0.34 0.52 0.42 0.22 0.10 0.09 Uniform Delay, d1 7.9 9.4 29.1 27.5 26.6 26.5 Progression Factor 0.26 3.58 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.4 3.5 1.0 0.4 0.4 Delay (s) 2.2 34.0 32.7 28.6 27.0 26.9 Level of Service A C C C C C Approach Delay (s) 23.9 30.9 27.0 Approach LOS C C C Intersection Summary HCM 2000 Control Delay 25.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 96.2 Sum of lost time (s) 18.0 Intersection Capacity Utilization 58.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Synchro 9 Report Page 24 HCM Unsignalized Intersection Capacity Analysis AM Existing 13: E 1st Avenue & NE 214th Terr 1/5/2016

Synchro 9 Report Page 25 HCM Unsignalized Intersection Capacity Analysis AM Existing 14: SE 3rd Ave & SE 10th Ct 1/5/2016

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 27 0 0 5 1 0 0 0 22 0 1 Future Volume (Veh/h) 1 27 0 0 5 1 0 0 0 22 0 1 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) 1 29 0 0 5 1 0 0 0 24 0 1 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 6 29 38 37 29 36 36 6 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 6 29 38 37 29 36 36 6 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 % 100 100 100 100 100 98 100 100 cM capacity (veh/h) 1615 1584 966 855 1046 969 855 1077 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 30 6 0 25 Volume Left 1 0 0 24 Volume Right 0 1 0 1 cSH 1615 1584 1700 973 Volume to Capacity 0.00 0.00 0.00 0.03 Queue Length 95th (ft) 0 0 0 2 Control Delay (s) 0.2 0.0 0.0 8.8 Lane LOS A A A Approach Delay (s) 0.2 0.0 0.0 8.8 Approach LOS A A Intersection Summary Average Delay 3.7 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15

Synchro 9 Report Page 26 HCM Unsignalized Intersection Capacity Analysis AM Existing 37: NE 214th Terr & SE 3rd Ave 1/5/2016

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 38 10 5 2 0 1 Future Volume (Veh/h) 38 10 5 2 0 1 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) 41 11 5 2 0 1 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 7 99 6 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 7 99 6 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 97 100 100 cM capacity (veh/h) 1614 877 1077 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 52 7 1 Volume Left 41 0 0 Volume Right 0 2 1 cSH 1614 1700 1077 Volume to Capacity 0.03 0.00 0.00 Queue Length 95th (ft) 2 0 0 Control Delay (s) 5.8 0.0 8.3 Lane LOS A A Approach Delay (s) 5.8 0.0 8.3 Approach LOS A Intersection Summary Average Delay 5.2 Intersection Capacity Utilization 19.3% ICU Level of Service A Analysis Period (min) 15

Synchro 9 Report Page 27 HCM Unsignalized Intersection Capacity Analysis AM Existing 41: Optima Office Drive 1/5/2016

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 5 0 1455 2494 39 Future Volume (Veh/h) 0 5 0 1455 2494 39 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 5 0 1582 2711 42 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 500 754 pX, platoon unblocked 0.74 0.66 0.66 vC, conflicting volume 3259 925 2753 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1430 0 1871 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 99 100 cM capacity (veh/h) 93 720 211 Direction, Lane # EB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 Volume Total 5 0 527 527 527 1084 1084 584 Volume Left 0 0 0 0 0 0 0 0 Volume Right 5 0 0 0 0 0 0 42 cSH 720 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.01 0.00 0.31 0.31 0.31 0.64 0.64 0.34 Queue Length 95th (ft) 1 0 0 0 0 0 0 0 Control Delay (s) 10.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay (s) 10.0 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 59.1% ICU Level of Service B Analysis Period (min) 15

Synchro 9 Report Page 28 HCM Unsignalized Intersection Capacity Analysis AM Existing 46: Optima Drive 1/5/2016

Synchro 9 Report Page 29 Traffic Impact Analysis

APPENDIX I: COMMITTED DEVELOPMENT DATA

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Traffic Impact Analysis

Pass-By Capture Volumes Pass-by capture volumes were calculated for site using rates outlined in the ITE’s Trip Generation Handbook, 2nd Edition. The average pass-by capture rate of 43 percent (43%) was used for the restaurant. The applied pass-by percentage is presented in Table 1.

Net New Project Trips Table 1 summarizes the project’s trip generation potential for the daily weekday, weekday A.M. (7:00 to 9:00 A.M.), and P.M. (4:00 to 6:00 P.M.) peak hours. As shown in Table 1, this project is expected to generate 2,522 new daily trips, 191 new trips during the A.M. peak hour, and 215 new trips during the P.M. peak hour. Detailed trip generation information is included in Appendix C.

Table 1: Trip Generation

External Trips Internal Capture Pass-By Capture New Project Trips Proposed ITE Code Scale Land Use IC PB Enter Exit Total Percent Percent Enter Exit Total Trips Trips Daily(A.M. Peak Hour)[P.M. Peak Hour] 391 840 840 1,680 2.7% 46 0 840 840 1,680 High-Rise 222 dwelling (28) (86) (114) (3.4%) (4) 0.0% (0) 28 86 (114) Apartment units [82] [51] [133] [2.9%] [4] [0] (82) (51) [133] 314 314 628 7.0% 46 0 314 314 628 117 Hotel 310 (35) (23) (58) (6.5%) (4) 0.0% (0) (35) (23) (58) rooms [34] [32] [66] [5.7%] [4] [0] [34] [32] [66] High- 94 3,700 188 188 376 20.0% 162 107 107 214 Turnover (8) 932 square (18) (14) (32) (20.0%) 43.0% (14) (11) (7) (18) (Sit-Down) [8] feet [18] [10] [28] [22.2%] [12] [12] [4] [16] Restaurant 1,342 1,342 2,684 6.5% 186 162 1,261 1,261 2,522 TOTAL - - (81) (124) (205) (7.3%) (16) - (14) (74) (117) (191) [134] [93] [227] [6.6%] [16] [12] [128] [87] [215]

K:\FTL_TPTO\043188001-Gulfstream Point\Report\Gulfstream Point TIA.docx Page - 4 September 2013

Traffic Impact Analysis

Trip Distribution and Assignment Trip distribution for project traffic was determined based on the percentage of turning movement entering and exiting the study area at each study intersection approach. These calculations were performed for the weekday A.M. and P.M. peak hours. The calculated trip distribution was compared to the Florida Standard Urban Transportation Model Structure (FSUTMS). The FSUTMS South East Florida Regional Planning Model (SERPM) was used. Figures 2 and 3 present the project’s net new traffic distribution for the A.M. peak hour and P.M. peak hour. Figure 4 presents the project’s pass-by capture distribution for the A.M. and P.M. peak hours. Figures 5 and 6 present the project’s traffic and pass-by assignment for the A.M. peak hour and P.M. peak hour.

K:\FTL_TPTO\043188001-Gulfstream Point\Report\Gulfstream Point TIA.docx Page - 5 September 2013

Legend Study Roadway Study Intersection 2.0% Entering Distribution (2.0%) Exiting Distribution N NOT TO SCALE

1 'Int_1'! % 0 . 8 4 SE 3rd Street 1.0%

7.0% ) ) ) % % % 0 0 0 . . . 1 0 1 ( ( 3 (

2 'Int_2'! % 0 . 6 5 SE 5th Street

3.0% ) ) ) % % % 0 0 0 . . . 2 2 1 ( ( 3 l ( y a r a e w d h e g F i H S 5 'Int_5'! 3 'Int_3'!

SE 9th Street % 0 .

(2.0%) 9 5 e (3.0%) (2.0%) 1.0% u n e v A t % s 0 . 1 4

6.0% 3 E ) ) ) S % % % ) 0 0 0 . . . % 2 5 1 0 ( ( 3 . ( 3 ( % 0 . 0 0 1

North Driveway % 0 . 4 SITE 3 ) % 0 . 8 3 ( South Driveway

(100.0%) % 0 . 4 3 ) % 0 . 8 3 ( ) ) )

% % 'Int_4'!

4 % 0 0 . . 0 . 8 9 3 7 1 ( ( (

SE 10th Street % 0 . 4 3 ) % 0 ) ) . 9 % % 1 0 0 ( . . 9 9 5 1 ( (

Aventura Hospital Driveway Figure 2 Project Trip Distribution

1 'Int_1'! % 0 . 5 3 SE 3rd Street 2.0%

4.0% ) ) ) % % % 0 0 0 . . . 2 9 1 ( ( 3 (

2 'Int_2'! % 0 . 1 4 SE 5th Street

2.0% ) ) ) % % % 0 0 0 . . . 3 2 2 ( ( 4 l ( y a r a e w d h e g F i H S 5 'Int_5'! 3 'Int_3'! % 0 .

(3.0%) SE 9th Street 3 4

e (4.0%) (2.0%) 2.0% u n e v A t % s 0 . 1 8 7.0% 4 E ) ) ) ) S % % % % 0 0 0 0 . . . . 5 2 7 1 ( ( ( 4 ( % 0 . 0 0 1

North Driveway % 0 .

SITE 8 4 ) % 0 .

South Driveway 0 5 (

(100.0%) % 0 . 8 4 ) % 0 . 0 5 ( ) ) ) )

% % 'Int_4'!

4 % 0 % 0 . . 0 0 . 9 . 5 5 6 1 2 ( ( ( (

SE 10th Street % 0 . 8 4 ) % 0 . 5 2 ( ) ) % % 0 0 . . 4 5 4 2 ( (

Aventura Hospital Driveway Figure 3 Project Trip Distribution % 0 .

Net New External Trips

The resulting net new external trips are presented in Table 2. The~ trips were then adjusted for the existing land use (57,579 sq. ft. of retail space) to account for traffic being produced by the existing land uses. Table 3 presents the external trips after the existing land use adjustments.

Table 3 External Trip Adjustment

Enemal Tri s In Out Total A.M. Peak. Hour Project External Vehicular Trips t09 70 t79 Existing Retail External Vehicular Trips 42 IS 60 Net New External Vehicular Trips 67 52 1I9 P.M. Peak Hour Project Ex.ternal Vehicular Trips 471 477 948 Existing Retail External Vehicular Trips 110 127 237 Net New External Vebicnlar Trips 361 350 711

Trip Distribution and Assignment An infonnational Traffic Review and Impact Plann.ing System (TRIPS) model run was performed to determine the project trip distribution and assignment for the Hallandale Square project in accordance with City Code. This informational TRlPS model run was used as a basis for developing the trip distribution and assignment for the subject project. It should be noted that the TRIPS analysis does n.ot include locat roadways in lhe study area As a result, the model did not assign trips to the residential streets located aroW1d the project site. Furthermore, the analysis does not take into account internalization or pass-by reductions. Therefore, only the cardinal distribution from the TRJPS analysis was utili zed. It was also noted that the TRIPS analysis does not accurately estimate the attraction of project trips to/from "Miami-Dade County as. However, the project site is adjacent to Miami-Dade County and to the City of Aventura (approximately 0.75 miles). Therefore, a significant percentage of project trips \\>;ll originate to/from Miami-Dade County. Therefore, the project trip assignment was adjusted to accoW1t for the expected attraction jnto/from Miami-Dade County. The TRIPS analysis output for the current project is included in Appendix C.

G:\144 157000· 600 Hal1ar.dale'.Rrp0r\.5\TlA.DOC Janu3ry 2008 Traffic Impact Analys is

As previously mentioned, the traffic impact analysis assumes interconnectivity to adjacent property to the south via the extension of SE 8th Avenue and Hibiscus Str.~)et consistent v.rith the Citywide Masterplan. As a result, project traffic is expected to have access to both Federal Highway (via SE 3" Street) and Hallandale Beach Boulevard (via NE IO~ Avenue) to exit the site. This alternative routing is also expected to occur for project traffic entering the site. Thus, project traffic was distributed to both SE 3rd Street and NE 10th Avenue.

CODversely, a portion of the traffic generated by the Village at Gulfstream Park is expected to utilize the proposed public roadway coonections to both Federal Highway (via Hibiscus Street) and Hallandale Beach Boulevard (via SE gl1l Avenue) adjacent to the project site. For purposes of this analysis, ten percent (10%) of comm.it1ed development traffic volumes from the driveway connections (NE 10th Avenue and SE 3'd Street) at the Vi1lage of Gu1fstream Park to major routes were diverted to the Hibiscus Street and SE gth Avenue connections to the area's major conidors. The appropriate diversion volumes from the eastbound right-turn., westbound left-tum., northbound left-tum, and northbound right-turn movements at NE 10th Avenue and Hallandale Beach Boulevard were diverted to the intersection of SE 8th Avenue and Hallandale Beach Boulevard. Similar adjustments were made at the Federal Highway intersections at SE 3rd Street and Hibiscus Street.

Figure 2 presents the project's distribution. Figures 3 and 4 present the project's assignment in the A.M. and P.M. peak hours. Volume development worksheets for the study intersections thai include these diversions and adjustments are included in Appendix D.

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Figure 2 KinIey-Hom Project Trip DiSlribution and Associates, tnc. Haflandale Square City of Hallandale Beach, Florjda

Page. 10

ITE Land Use #912 – Drive-in Bank

 Weekday: T = 148.15 (X) where T = number of trips and X = 1,000 square feet of gross floor area

 AM Peak: T = 12.08 (X) (57% in / 43% out)

 PM Peak: T = 24.30 (X) (50% in / 50% out)

ITE Land Use #310 – Hotel

 Weekday: T = 8.95 (X) – 373.16 where T = number of trips and X = number of rooms

 AM Peak: T = 0.53 (X) (59% in / 41% out)

 PM Peak: T = 0.60 (X) (51% in / 49% out)

Table 1 below summarizes the vehicle trips associated with the proposed Hallandale Oasis project in the City of Hallandale Beach. (Internalization analyses in accordance with ITE procedures have also been included in this analysis. The details of the internalization are presented in Appendix B.)

Table 1 Trip Generation Summary Hallandale Oasis - Hallandale Beach, Florida Daily AM Peak Hour Trips PM Peak Hour Trips Land Use Size Trips In Out Total In Out Total Existing Development Office 64,880 SF 945 119 16 135 26 125 151 Fitness Center 6,250 SF 206 5 4 9 14 10 24 Drive-in Bank 5,000 SF 741 34 26 60 61 61 122

Total 1,892 158 46 204 101 196 297

Proposed Development Office 57,048 SF 857 107 15 122 24 118 142 Retail 33,829 SF 1,485 0 0 0 45 58 103 Hotel 200 Rooms 1,417 63 43 106 61 59 120 Residential 500 DU 2,118 38 112 150 105 67 172 Sub-Total 5,877 208 170 378 235 302 537 Deductions Internalization (6%) -353 -12 -11 -23 -14 -18 -32 Total 5,524 196 159 355 221 284 505

Difference (Proposed - Existing) 3,632 38 113 151 120 88 208 Source: KBP Consulting, Inc., June 2015. Institute of Transportation Engineers (ITE) Trip Generation Manual (9th Edition).

Hallandale Oasis 6 Traffic Statement N

3% 8%

60% STOP 40% 50% 30%

55% Site 2%

FIGURE 2 KBP Trip Distribution Hallandale Oasis CONSULTING, INC. Hallandale Beach, Florida Traffic Impact Analysis

APPENDIX J: FDOT PRE-APPLICATION LETTER

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