TRAFFIC IMPACT ANALYSIS
EIGHTH AVENUE COMMONS APARTMENT HOMES HALLANDALE BEACH, FL
PREPARED FOR: 8TH AVENUE PARTNERS, LLC
Project #140373000 February 6, 2018 Revised June 8, 2018 Revised July 11, 2018 Revised August 27, 2018 CA 00000696 Kimley-Horn and Associates, Inc. 1920 Wekiva Way West Palm Beach, Florida 33411 561/845-0665 TEL
TRAFFIC IMPACT ANALYSIS
EIGHTH AVENUE COMMONS APARTMENT HOMES HALLANDALE BEACH, FL
Prepared by: Kimley-Horn and Associates, Inc. West Palm Beach, Florida
Project #140373000 February 6, 2018 Revised June 8, 2018 Revised July 11, 2018 Revised August 27, 2018 CA 00000696 Kimley-Horn and Associates, Inc. 1920 Wekiva Way West Palm Beach, Florida 33411 561/845-0665 TEL
______Stephanie Kinlen, P.E. Florida Registration Number 84302 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 ...... 5
Traffic Assignment ...... 5
EXISTING TRAFFIC ...... 7
FUTURE TRAFFIC ...... 7
LINK ANALYSIS ...... 7
INTERSECTION ANALYSIS ...... 9
Intersection Level of Service and Delay ...... 9
Intersection Queuing ...... 9
PROJECT DRIVEWAY ACCESS ...... 12
CONCLUSION ...... 14
APPENDIX A: SITE PLAN
APPENDIX B: STUDY METHODOLOGY
APPENDIX C: TURNING MOVEMENT COUNTS AND LINK DATA (BROWARD COUNTY MPO)
APPENDIX D: GROWTH RATE CALCULATIONS, VOLUME DEVELOPMENT WORKSHEETS AND SIGNAL TIMING SHEETS
APPENDIX E: SYNCHRO 9.0 OUTPUT REPORTS
k:\wpb_tpto\montefusco\8th ave commons\2018-2-6-8thavenue.doc Page | i Traffic Impact Analysis
LIST OF TABLES
Table 1 Trip Generation ...... 4 Table 2 Link Analysis ...... 8 Table 3 Intersection Analysis (Existing Conditions) ...... 10 Table 4 Intersection Analysis (Future Background) ...... 10 Table 5 Intersection Analysis (Future Total) ...... 10 Table 6 95th Percentile Queue Summary (Existing Conditions) ...... 11 Table 7 95th Percentile Queue Summary (Future Background) ...... 11 Table 8 95th Percentile Queue Summary (Future Total) ...... 11
LIST OF FIGURES
Figure 1 Project Location Map ...... 2 Figure 2 Site Traffic Assignment ...... 6 Figure 3 Driveway Volumes ...... 13
k:\wpb_tpto\montefusco\8th ave commons\2018-2-6-8thavenue.doc Page | ii Traffic Impact Analysis
INTRODUCTION
Eighth Avenue Commons is a proposed six-story apartment building located at 200 NW 8th Avenue in Hallandale Beach, Florida. Figure 1 illustrates the location of the proposed development. A proposed 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 2017 with the City’s consultant. A copy of the methodology determined in that meeting is included in Appendix B.
k:\wpb_tpto\montefusco\8th ave commons\2018-2-6-8thavenue.doc Page | 1 NW 4TH STREET
NW 3RD COURT
NW 2ND STREET E U N E V A H T 8 W N
HALLANDALE BEACH BOULEVARD
FIGURE 1 LEGEND SITE LOCATION EIGHTH AVENUE COMMONS APARTMENT SITE HOMES Traffic Impact Analysis
DATA COLLECTION
To determine traffic conditions on the surrounding network, intersection turning movement counts were performed at the major intersections determined in the methodology meeting 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:
· Hallandale Beach Boulevard & NW/SW 8th Avenue · NW 2nd Street & NW 8th Avenue · NW 5th Court & NW 8th Avenue · Foster Road & NW 8th Avenue
The above turning movement counts were conducted during typical weekday conditions on January 31st, 2018. The volumes were collected in 15-minute intervals and the peak hour was determined for each intersection. Because the counts were conducted during the peak season, no adjustment was made to the existing counts for peak season conditions. The turning movement counts are included in Appendix C.
k:\wpb_tpto\montefusco\8th ave commons\2018-2-6-8thavenue.doc Page | 3 Traffic Impact Analysis
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 is currently vacant and is proposed to be developed with 200 apartment units.
Trip Generation The trip generation potential of this facility has been calculated using rates and equations published for Land Use 221 (Multifamily Housing Mid-Rise) by the Institute of Transportation Engineers (ITE) in the Trip Generation Handbook, Tenth Edition.
Table 1 summarizes the trip generation potential in the weekday a.m. and p.m. peak hours.
Table 1 Eighth Avenue Commons – Trip Generation Determination
LAND USE INTENSITY DAILY AM PEAK HOUR PM PEAK HOUR TRIPS TOTAL IN OUT TOTAL IN OUT Proposed Apartment 200 DU 1,092 72 19 53 88 54 34 Total 1,092 72 19 53 88 54 34
Net New External Trips 1,092 72 19 53 88 54 34 Trip generation was calculated using the following data: Daily Trip Generation Apartment ITE 221 = T = 5.45(X) - 1.75 AM Peak Hour Trip Generation Apartment ITE 221 = T=0.36(X) ; (26% in, 74% out) PM Peak Hour Trip Generation Apartment ITE 221 = T=0.44(X) ; (61% in, 39% out)
*ITE 221 rates and equations were used because the proposed apartment complex is between 3 and 10 stories high. When the R 2 value was higher than 0.75, the fitted curve equation was used; Otherwise, the average rate was applied. k:\wpb_tpto\montefusco\8th ave commons\[2018-2-8-trip generation.xlsx]table 1 fri_tgen
k:\wpb_tpto\montefusco\8th ave commons\2018-2-6-8thavenue.doc Page | 4 Traffic Impact Analysis
Trip Distribution Traffic distribution is the pairing of trip ends from the subject site with other land uses in the area. These trips were assigned to the surrounding roadways based upon a review of the roadway network proposed to be in place at the time of buildout and its travel time characteristics.
Traffic Assignment The site traffic was assigned to the surrounding roadway network based upon existing travel patterns and the traffic distribution. Figure 2 illustrates the project traffic assignment percentages to the surrounding roadway network.
k:\wpb_tpto\montefusco\8th ave commons\2018-2-6-8thavenue.doc Page | 5 3 0 %
NW 4TH STREET N W
8 RD T NW 3 COURT H A V E N U E
NW 2ND STREET 30% 4 0 %
10% HALLANDALE BEACH BOULEVARD 30%
FIGURE 2 LEGEND PROJECT DISTRIBUTION EIGHTH AVENUE COMMONS APARTMENT SITE HOMES Traffic Impact Analysis
EXISTING TRAFFIC
Existing traffic conditions were determined based upon actual traffic volumes counted at the study intersections. Because the counts were conducted during the peak season, no adjustment was made to the existing counts for peak season conditions.
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 using an areawide historical growth rate. This historical growth rate was calculated based on counts provided by FDOT and was calculated to be 0.74%. Growth rate calculations are included in Appendix D. Total future traffic volumes considered in the analysis for this project are the sum of the 2021 background traffic volumes plus future project traffic volumes at site buildout.
LINK ANALYSIS
A roadway link analysis has been conducted for year 2021 traffic conditions on major roadway links in the City of Hallandale Beach within one mile of the site. Table 2 summarizes the results of this analysis. The roadway link analysis indicates that the segments of I-95, Park Road, and Hallandale Beach Boulevard within the one-mile radius currently operate at Level of Service (LOS) F. The project is projected to have less than a 1% impact on the failing roadway links. Furthermore, project traffic will not result in a change in level of service on any roadway segment.
k:\wpb_tpto\montefusco\8th ave commons\2018-2-6-8thavenue.doc Page | 7 Traffic Impact Analysis r u o H k a F E F F C C F F F F F e D D D D P S O M L P / l e a t m o u l T o e r V 1 3 5 8 7 9 3 5 8 8 3 8 u 4 8 8 5 4 t 6 9 3 4 5 7 5 5 5 0 6 7 5 6 7 9 6 2 7 7 0 0 0 0 2 u , , , , , , , , , , , , 7 9 9 F 5 3 3 4 1 2 2 5 5 5 5 4 2 2 1 2 0 2 t n ? a t c c s s i o o o o o o o o o o o o o a f e e i N N N N N N N N N N N N N p Y Y n g m i I S c i t f c f a a r p % % % % % % % % % % % % % % % T 7 4 3 4 4 3 7 2 5 6 8 7 7 7 2 m t I 0 0 1 0 0 3 1 9 2 3 4 1 1 0 0 c ...... e 0 0 0 0 0 0 2 2 0 0 0 0 0 0 0 j o r % P r u o H s p 6 5 3 6 k i 2 2 4 6 7 4 9 9 9 4 1 2 3 1 2 a r e T P M P t n e m % % % % % % % % % % % % % % % n % 0 0 0 5 0 0 0 2 2 5 7 8 5 5 1 g 3 4 1 1 3 1 1 i s s A d n c 5 6 u i 3 6 3 0 0 9 9 9 9 7 1 3 7 f o 4 9 9 6 9 3 4 4 4 4 4 4 0 2 f r 6 7 5 3 3 9 6 2 , , 7 7 0 0 0 0 2 0 a g , , , , , , , , , , 7 9 9 r 5 3 2 k 3 4 1 2 2 5 5 5 5 4 T 2 2 c a B ) e t a d r n h h u t t 1 o 5 6 5 1 7 7 7 7 2 ) 2 w 6 2 7 7 0 0 r w 1 3 4 9 4 4 4 4 2 0 3 2 2 2 8 8 1 g o o 1 1 7 6 1 1 1 1 1 r 2 r k 2 g c G 0 a 2 m B ( o r S S f ( E N O M I O T A H L ) h T 1 t U ( % % % % % % % % % % % % % % % N C 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 w e E L 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 o t ...... r a A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M R G R C T U R E O C A H r P N u K A A o A F E F F C C F F F F F C D D D 2 C H E S S I P k O E N F a L I L Y / O e A B N e P A M G W m e I T - s u 0 5 S M l 0 0 2 2 2 2 5 a O 8 0 7 9 8 2 2 2 6 6 0 0 0 0 8 o B 4 6 9 8 0 O R 3 1 1 6 6 9 9 9 9 0 , , W V 8 5 1 , , , , , , , 7 7 9 9 C 4 3 T U 3 4 1 2 2 4 4 4 4 4 1 2 2 E 0 O M 2 U H P N K 0 0 4 0 0 7 7 7 0 0 0 0 0 0 0 E A 2 0 5 4 4 9 9 9 8 8 9 9 9 9 9 e * e V 9 5 1 8 8 1 1 1 5 5 3 3 3 3 3 E c , , , , , , , , , , , , , , , D i m A P 2 4 3 6 6 1 1 1 3 3 5 5 5 5 5 v u d S r l 1 1 H Y e O e o t T L A t S V i H W m G - I m E O o s X X C e D D U U U D D D D D D W O L L L L L L L L L L L L L L n L T 0 0 5 4 6 2 2 2 6 6 6 6 6 4 a 3 1 1 L M P e * e 0 0 0 0 0 0 0 0 0 0 0 c 0 0 0 0 D 4 4 i m 3 3 3 9 9 9 9 8 8 8 9 0 8 8 8 v u S 3 3 3 3 3 3 3 5 5 , , 5 3 7 5 r l , , , , , , , , , 6 6 3 5 2 3 g O e o 1 1 1 5 5 5 5 3 3 1 1 L n S V i t s i x E s X X e D D U U U D D D D D D O L L L L L L L L L L L L L L n L 0 0 5 4 6 2 2 2 6 6 6 6 6 4 a 3 1 1 L d d e e t t y I I I I p p I I I I I I I I I . a I I I I s u u s s s s s s s s s O s s s s s w r r s s s s s s s s s s r r s s s a P d . l a a a a a a a a a a a a a e e l l l l l l l l l s a l l l l C t t M C C C C C C C C C n o C C C C n n y i i o R t i n n t n a U U u t o s C t n d r u a o c w d d T o v v r O l l B B B D y F h h b t c c a a a d e e T e d d d d B B h D v v v v l l l l s A e e i B l B l B B l A a a b h h h y h y g d d u c c c c a a n n n a a a a p i y w a d a w e e e e s s l l a e l R l h B B B B u d e v e a a w g r i e i v e e e e v d r a H H h l l l l n H A e A i g d a f a f a D a e t l i l v n d o d o d t d h h a y n a H t l c t a t n n n n A r L h h t 4 8 u e a n a a a e t t t e s j l l l l k i 1 c s l u l l l 5 l u u r d o x W 1 E D a a a a 9 i a o r a o o o e - c T H S C H S H P H P I N D E F N S e O t L a r d e h z t i l d w a v o r l r e B g n h e e c d g a i e 7 d d d w 1 B v v v a 0 l l l e e 2 B B l B r a a d n h h h y y r d c c c o a d d n a a n a a a a a o v y d w a w e e e o l o a e e e l d h B B B l e R R s d v e a w g e v i u a i e e e a v s e e r H h l l l o A b o H a k k A g a a f a D e B i l s R h b o o v d d o d t i h t r r n a H r h c t s y n n n A r 0 L y b h b c e e 8 a e e a a a e t t 4 t e t j a m l l l k i i t r u y s m l l l m 5 s r d w c o e x a o a o n W 1 a a a 9 i e e r a r o W e a h B R - e F P H H N H P F P S P I N D E F g w p i v e h a h l d t H A y g C a a i l a w h d o a D H t o w r n R r 8 S e a d e i k l G a 5 l O d r x ) W L i 9 a o a e 1 - R F D I P N H * (
k:\wpb_tpto\montefusco\8th ave commons\2018-2-6-8thavenue.doc Page | 8 Traffic Impact Analysis
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, 2010 Edition in order to determine overall intersection level of service and delay.
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 study intersections are projected to operate at LOS D or better during future total conditions. Therefore, no additional mitigation is needed upon buildout of the project. The turning movement count data is included in Appendix C. Existing signal timing worksheets and volume development sheets are included in Appendix D. HCS and Synchro output worksheets are included in Appendix E.
Intersection Queuing The projected intersection queues were determined from the Synchro output at study intersections. A summary of the existing, future background and future total queues are presented in Tables 6, 7 and 8, respectively. As shown, the projected future queues can be accommodated within the left-turn and right-turn storage provided, with the exception of NW 8th Avenue & Hallandale Beach Boulevard. The northbound and southbound left-turn queues exceed the existing storage area under existing, future background, and future total conditions.
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.
k:\wpb_tpto\montefusco\8th ave commons\2018-2-6-8thavenue.doc Page | 9 Traffic Impact Analysis
Table 3 2018 Existing Conditions Approach LOS Intersection Traffic Control Overall Delay / LOS NB SB EB WB AM Peak Hour Hallandale Beach Boulevard & NW 8th Avenue Signalized 33.8 C D D C C NW 8th Avenue & Foster Road Signalized 14.0 B B B B B NW 8th Avenue & NW 5th Court Unsignalized - - - - C B NW 8th Avenue & NW 2nd Street Unsignalized - - - - - C PM Peak Hour Hallandale Beach Boulevard & NW 8th Avenue Signalized 36.0 D E D C D NW 8th Avenue & Foster Road Signalized 13.2 B B B B B NW 8th Avenue & NW 5th Court Unsignalized - - - - C C NW 8th Avenue & NW 2nd Street Unsignalized - - - - - B
Table 4 2021 Future Background Conditions Approach LOS Intersection Traffic Control Overall Delay / LOS NB SB EB WB AM Peak Hour Hallandale Beach Boulevard & NW 8th Avenue Signalized 35.0 C D D C C NW 8th Avenue & Foster Road Signalized 14.1 B B B B B NW 8th Avenue & NW 5th Court Unsignalized - - - - C B NW 8th Avenue & NW 2nd Street Unsignalized - - - - - C PM Peak Hour Hallandale Beach Boulevard & NW 8th Avenue Signalized 37.5 D E D C D NW 8th Avenue & Foster Road Signalized 13.3 B B B B B NW 8th Avenue & NW 5th Court Signalized - - - - C C NW 8th Avenue & NW 2nd Street Signalized - - - - - B
Table 5 2021 Future Total Conditions Approach LOS Intersection Traffic Control Overall Delay / LOS NB SB EB WB AM Peak Hour Hallandale Beach Boulevard & NW 8th Signalized Avenue 35.9 D D D D C NW 8th Avenue & Foster Road Signalized 14.1 B B B B B NW 8th Avenue & NW 5th Court Unsignalized - - - - C B NW 8th Avenue & NW 2nd Street Unsignalized - - - - - C PM Peak Hour Hallandale Beach Boulevard & NW 8th Signalized Avenue 38.7 D E D C D NW 8th Avenue & Foster Road Signalized 13.4 B B B B B NW 8th Avenue & NW 5th Court Signalized - - - - C C NW 8th Avenue & NW 2nd Street Signalized - - - - - C
k:\wpb_tpto\montefusco\8th ave commons\2018-2-6-8thavenue.doc Page | 10 Traffic Impact Analysis
Table 6 2018 Existing Conditions-95th Percentile Queues NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND AM PEAK HOUR Existing Storage Queue Existing Storage Queue Existing Storage Queue Existing Storage Queue Hallandale Beach Boulevard & NW 8th Avenue 190 217 100 161 220 75 220 51 NW 8th Avenue & Foster Road 80 15 ------NW 8th Avenue & NW 5th Court 100* 25 75 0 95* 50 50* 25 NW 8th Avenue & NW 2nd Street - - 200* 25 - - 450* 25 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM PEAK HOUR Existing Storage Queue Existing Storage Queue Existing Storage Queue Existing Storage Queue Hallandale Beach Boulevard & NW 8th Avenue 190 303 100 68 220 151 220 47 NW 8th Avenue & Foster Road 80 14 ------NW 8th Avenue & NW 5th Court 100* 25 75 0 95* 25 50* 25 NW 8th Avenue & NW 2nd Street - - 200* 25 - - 450* 50 *The unsignalized study intersections have 1 lane in each approach; therefore, queue storage bays do not exist and the storage length has been measured to the nearest access location.
Table 7 2021 Future Background-95th Percentile Queues NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND AM PEAK HOUR Existing Storage Queue Existing Storage Queue Existing Storage Queue Existing Storage Queue Hallandale Beach Boulevard & NW 8th Avenue 190 228 100 164 220 81 220 52 NW 8th Avenue & Foster Road 80 15 ------NW 8th Avenue & NW 5th Court 100* 25 75 0 95* 50 50* 25 NW 8th Avenue & NW 2nd Street - - 200* 25 - - 450* 25 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM PEAK HOUR Existing Storage Queue Existing Storage Queue Existing Storage Queue Existing Storage Queue Hallandale Beach Boulevard & NW 8th Avenue 190 316 100 68 220 155 220 48 NW 8th Avenue & Foster Road 80 14 ------NW 8th Avenue & NW 5th Court 100* 25 75 0 95* 25 50* 25 NW 8th Avenue & NW 2nd Street - - 200* 25 - - 450* 50 *The unsignalized study intersections have 1 lane in each approach; therefore, queue storage bays do not exist and the storage length has been measured to the nearest access location.
Table 8 2021 Future Total Conditions-95th Percentile Queues NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND AM PEAK HOUR Existing Storage Queue Existing Storage Queue Existing Storage Queue Existing Storage Queue Hallandale Beach Boulevard & NW 8th Avenue 190 228 100 176 220 86 220 51 NW 8th Avenue & Foster Road 80 7 ------NW 8th Avenue & NW 5th Court 100* 25 75 0 95* 50 50* 25 NW 8th Avenue & NW 2nd Street - - 200* 25 - - 450* 25 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM PEAK HOUR Existing Storage Queue Existing Storage Queue Existing Storage Queue Existing Storage Queue Hallandale Beach Boulevard & NW 8th Avenue 190 323 100 72 220 175 220 48 NW 8th Avenue & Foster Road 80 14 ------NW 8th Avenue & NW 5th Court 100* 25 75 0 95* 25 50* 25 NW 8th Avenue & NW 2nd Street - - 200* 25 - - 450* 50 *The unsignalized study intersections have 1 lane in each approach; therefore, queue storage bays do not exist and the storage length has been measured to the nearest access location.
k:\wpb_tpto\montefusco\8th ave commons\2018-2-6-8thavenue.doc Page | 11 Traffic Impact Analysis
PROJECT DRIVEWAY ACCESS
Access to the site is provided via a full-access driveway on NW 8th Avenue and a full-access driveway on NW 2nd Street. Because direct access to the site is provided via low-speed, low- volume City streets, no inbound turn-lanes are anticipated to be required. Figure 3 illustrates the project driveway volumes.
k:\wpb_tpto\montefusco\8th ave commons\2018-2-6-8thavenue.doc Page | 12 ) 6 1 ( 6 16 (10) 21 (14) 764 ) 2 2 ( E 8 U 3 N 2 ) E 9 8 ) V ( 2 A ( 3 H 1 3 T 8 W
N 5 (14) NW 2ND STREET 1 (3)
LEGEND FIGURE 3 PROJECT DISTRIBUTION XX INBOUND AM XX OUTBOUND AM EIGHTH AVENUE COMMONS APARTMENT (XX) INBOUND PM (XX) OUTBOUND PM HOMES XX DAILY Traffic Impact Analysis
CONCLUSION
Eighth Avenue Commons is a proposed six-story apartment building located at 200 NW 8th Avenue in Hallandale Beach, Florida. The currently vacant site is proposed to be developed with 200 apartment units.
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 utilizing an area-wide growth rate. As shown in the analyses, some roadway segments currently operate at LOS F during weekday peak period conditions. These roadway segments have a project impact of less than 1% and the project is not anticipated to create any new LOS E or LOS F conditions on any roadway segments or intersections that are currently operating at LOS D or better. 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.
k:\wpb_tpto\montefusco\8th ave commons\2018-2-6-8thavenue.doc Page | 14 Traffic Impact Analysis
APPENDIX A: SITE PLAN
k:\wpb_tpto\montefusco\8th ave commons\2018-2-6-8thavenue.doc
Traffic Impact Analysis
APPENDIX B: STUDY METHODOLOGY
k:\wpb_tpto\montefusco\8th ave commons\2018-2-6-8thavenue.doc MICHAEL MILLER PLANNING ASSOCIATES, INC. Land Design Municipal Planning Services Transportation Planning ______
September 2017
City of Hallandale Beach, Florida Land Development Application Traffic Statement / Study Methodology
Project: 8th Avenue Commons Multi-Family Residential Complex
Address: 200 NW 8th Avenue
Location: East of NW 8th Avenue North of NW 2nd Street
Traffic Statement – Required for small-scale land development applications generating 100 or fewer new average daily trips. In this instance roadways / intersections within 1,000 feet of the site shall be analyzed for traffic impacts. (Comprehensive Plan Policy 1.3.7)
Traffic Study – Required for larger-scale land development applications generating over 100 new average daily trips. In this instance roadways / intersections within one (1) mile of the site shall be analyzed for traffic impacts. (Comprehensive Plan Policy 1.3.7)
Traffic Analysis – A description of vehicular traffic generated by the proposed development and its impact on average daily and peak hour basis as related to both current roadway usage, projected roadway usage, and design capacities at (1) vehicular access points to the site, and (2) street intersections within a 1,000-foot radius of the site (Section 32-788(g)).
Proposed Land Uses
198 DU Mid-rise Multifamily Complex
Estimated Traffic Generation
1,317+/- new average daily trips (Traffic Study Required)
Proposed Access Description
Access to the 4.971 acre site is proposed by means of two driveway connections to the adjoining roadways. A main two-way divided driveway connection to NW 8th Avenue is proposed with two (2) inbound lanes and one (1) outbound lane which is centered on the site. A secondary two-way undivided driveway connection to NW 2nd Street is proposed in the southeast corner of the site with one (1) inbound lane and one (1) outbound lane. It appears both driveway entrances will be gated. The site is currently vacant; therefore, no pre-existing driveway connections exist. NW 8th Avenue is a designated City Collector roadway while NW 2nd Street is designated as a local roadway. It appears insufficient right-of-way exists on both adjoining roads. The new subdivision plat should dedicate additional right-of-way to meet City requirements for the area, existing ROW conditions, and possible turn lanes. The draft plat appears to indicate only older plat / instruments that established the current right-of-way widths.
7522 Wiles Road Suite B-203 Coral Springs, Florida 33067 Telephone: 954-757-9909 City of Hallandale Beach 8th Avenue Commons MFR Traffic Study Methodology September 2017 Page 2
Methodology Description
Following is the methodology to be used for the Traffic Study required for the above referenced land development project:
Data Collection (May use other project’s traffic count information if data is within 3 months)
AM Peak and PM Peak Turning Movement Counts (7:00-9:00 AM and 2:00-6:00 PM) will be collected at the following intersections (1,000 foot distance from site):
o NW 8th Avenue and Foster Road (signalized) o NW 8th Avenue and NW 5th Court (stop sign) – Entry to Chaves Lake MFR o NW 8th Avenue and NW 2nd Street (stop sign) – South Side of Site o NW 8th Avenue and HBB (signalized)
Note: Several local roadways between Foster Road and HBB intersect with NW 8th Avenue and serve primarily built-out low-density residential areas; therefore, while within 1,000+/- feet of the site are not recommended for additional analysis.
Roadway link volumes may be obtained via original traffic counts, Florida Department of Transportation’s (FDOT) Online Traffic Data for the latest year of collected data (currently 2016) and/or Broward County MPO data. The existing traffic volumes noted by FDOT (2016) are very near the roadway capacity (9,600 TPD / 10,000 TPD @ LOS D). The additional project traffic volume (1,317 TPD) will drop the LOS to E.
All traffic counts will be adjusted to reflect peak season conditions by the use of a Peak Season Factor obtained from FDOT.
Traffic signal timing plans for each signalized intersection will be obtained from Broward County’s Traffic Engineering Division and roadway geometrics will be obtained from field reviews and a review of aerial maps.
Trip Generation, Distribution and Assignment
Project trips will be estimated using trip generation characteristics data obtained from the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 9th Edition or other source approved by the City. Provide Average Annual Daily / AM Peak Hour / PM Peak Hour trip generation calculations. Project trips will be distributed onto the study area roadway network based on knowledge of the local area roadways / review of traffic volumes on those roadways.
Background Traffic
An annual growth rate will be developed by analyzing historic Annual Average Daily Traffic (AADT) volumes on the roadways within and near the study area. The existing traffic volumes collected will be “grown” by the application of the annual growth factor to reflect the volumes expected in the buildout year of 2020.
Michael Miller Planning Associates, Inc. City of Hallandale Beach 8th Avenue Commons MFR Traffic Study Methodology September 2017 Page 3
In addition, committed development project trips will also be added to the buildout year adjusted traffic volumes. The list of approved City projects (under construction / not built as yet) will be provided by City staff. The sum of the annual growth rate adjustments and committed development trips will comprise the background conditions traffic volumes.
Capacity Analysis
All studied intersections will be analyzed using Synchro software, version 9. The capacity analyses will be completed for the existing conditions, background conditions and total traffic conditions (background plus project trips). Roadway segment capacity analyses will be completed using information contained in the Broward County MPO’s latest version of Roadway Capacity and Level of Service Analysis.
Parking Analysis
It appears the applicant is requesting a significant (38%) reduction in the quantity of parking spaces provided. MMPA suggests justification (Parking Study) be provided for such a large reduction. While there is mass transit service along NW 8th Avenue / nearby roadways the fact is 1% - 3% of people use mass transit. Given the complex will have all 2BR / 3BR units mostly families will reside in the complex, theoretically increasing the amount of vehicles.
Site Circulation / Queuing
In addition to project site access, traffic circulation within the project site will be examined with particular attention given to the circulation within the overall site, a queuing analysis for the gated entries, and to pedestrian access from the adjoining roadways. The current site design includes few inbound queuing spaces and the proposed gate design is poor, which could lead to vehicles blocking through traffic on NW 8th Avenue.
Mitigation
If it is determined that roadway, pedestrian or signalization impacts will occur the study will include recommendation(s) to dedicate right-of-way or easements, and to construct or fund physical improvements to mitigate the impacts. This may also include fees in lieu of improvements.
Report
A summary report will be prepared that summarizes the analyses and findings described above. The report will provide graphics and tables as appropriate to illustrate the data and findings. An electronic copy of the report and up to seven hard copies will be provided to the City of Hallandale Beach for their use.
Michael Miller Planning Associates, Inc. Traffic Impact Analysis
APPENDIX C: TURNING MOVEMENT COUNTS AND LINK DATA (BROWARD COUNTY MPO)
k:\wpb_tpto\montefusco\8th ave commons\2018-2-6-8thavenue.doc Broward County Roadway Capacity and Level of Service Analysis
East / West Roadways Capacity and Level of Service Analysis 2017 & 2040 2017 2017 2040 Design Daily Conditions Peak Hour Conditions Daily Conditions ID E/W Roadway Segment Code AADT Capacity V/C LOS Volume Capacity V/C LOS Code Volume Capacity V/C LOS 40 Hndle Bch Blvd E of SR 7 422 28000 39800 0.70 C 2660 3580 0.74 C 422 26700 39800 0.67 C 42 Hndle Bch Blvd E of I-95 622 51600 59900 0.86 C 4902 5390 0.91 C 622 73300 59900 1.22 F 44 Hndle Bch Blvd E of US 1 622 43000 59900 0.72 C 4085 5390 0.76 C 622 42900 49300 0.87 C 46 Hndle Bch Blvd E of Diplomat Pkwy 622 31500 59900 0.53 C 2993 5390 0.56 C 622 42300 59900 0.71 C
e - estimated traffic volumes; capacity - maximum LOS "D" service volume, not actual capacity; r - maximum LOS "D" service volume reduced by 5% C - 1 Broward County Roadway Capacity and Level of Service Analysis
North / South Roadways Capacity and Level of Service Analysis 2017 & 2040 2017 2017 2040 Design Daily Conditions Peak Hour Conditions Design Daily Conditions ID N/SRoadway Segment Code AADT Capacity V/C LOS Volume Capacity V/C LOS Code Volume Capacity V/C LOS 1133 S Park Rd N of Hallandale Bch Blvd 264 7700 13320 0.58 D 732 1197 0.61 D 264 11000 13320 0.83 D 685 I-95 N of Dade C L 1021 243000 194500 1.25 F 23085 16840 1.37 F 1021 355400 194500 1.83 F 687 I-95 N of Hndle Bch Blvd 1021 262000 194500 1.35 F 24890 16840 1.48 F 1221 370000 256600 1.44 F 747 NW 8 Ave N of Hndle Bch Blvd 264 9600 13320 0.72 D 912 1197 0.76 D 264 10300 13320 0.77 D 811 Dixie Hwy/ 21 Ave N of Dade C L 463 12600 34992 0.36 C 1197 3154 0.38 C 463 23100 34992 0.66 D 813 Dixie Hwy/ 21 Ave N of Hndle Bch Blvd 463 10100 34992 0.29 C 960 3154 0.30 C 463 16400 34992 0.47 D 877 US 1 N of Dade C L 632 48000 50000 0.96 D 4560 4500 1.01 E 632 64100 50000 1.28 F 879 US 1 N of Hndle Bch Blvd 432 40500 32400 1.25 F 3848 2920 1.32 F 432 43100 32400 1.33 F
e - estimated traffic volumes; capacity - maximum LOS "D" service volume, not actual capacity; r - maximum LOS "D" service volume reduced by 5% C - 2 TRAFFIC SURVEY SPECIALIbTS, INC. FOSTER ROAD & NW 8TH AVENUE 85 SE 4TH AVENUE, UNIT 109 Sit.e Code : 00180011 HALLANDALE BEACH, FLORIDA DELRAY BEACH, FLO$.IDA starr DaLe: 0l/3r/L8 COUNTED BY; MIC}IAEL MAIJONE PHONE (56r.) 272-32s5 File I.D. : FOSTSAVE
S I GNALI ZED Page : 1 ALL VEHICLES
NW 8TH AVENUE I FOSTER ROAD lNw 8TH $,VENUE I FosrER RoAD
From Nort.h ] From Solrt.h I rrom wesE
I I uTurn Left. Thru Righr I uTurn LefE Thru Right. I uTurn , LefE Thru Righr I uTurn LefE Thru Right Total Dare 01/31/18 ----- l
07:00 0 5 25 3 0 9 18 5 0i 13 40 0 0 7 153 07:15 0 39 16 0 11 30 I2 0; L2 13 0 28 25 244 07:30 0 L2 4I 6 0 6 T7 11 0, r'7 0 10 42 25 245 07 :45 0 LO 29 '7 7
Hr Total 0 134 2r I 90 l8 o; sl 164 aa I rof I OA i 916
j
08:00 0942 4l 0 6 r7 14 | 0r 5 47 8l o s 65 39 | 26r 2?5 08:15 0 12 ss 10 | 0327 6l Ot 10 2S sl 0 4 70 451 08:30 0 10 50 5l 0 8 r'7 4l 0 5 38 5l 0 2 s2 431 240
08:45 0 15 54 2 | 0 6 13 6 | 0 i 10 4L 4 I 1 1 69 48 | 270
Hr Total. o 46 2OI 22 | o 23 74 30 | 0r 30 154 221 1. 12 256 1?s | 1046
* BREAK * -
14:00 0529 21 0 3 L7 10 0 I 10 4L 8 0 0 22 15 r62 14:15 0 9 r7 r2l 0 7 19 10 O I 13 39 I 0 4 32 18 188 14:30 084r 31 0 6 14 15 0 I 13 42 13 0 11 36 26 228 ld.aq n rr 16 q I n q 26 16 I o i] 4? ? | n 1 12 24 ?20 HrToLat o 33 r23 221 o 24 76 s1l ol 4'7 16s 361 o 16 L22 831 'tsa
L5:00 0 11 39 21 0 6 25 r2l 0i I 36 sl o 2 33 11 | 190 15: 15 0329 21 0 L25 s | 0 14 34 41 0 3 24 16l r.6 3 15:30 o'749 31 0 3 19 11 | 0 : l-6 4L 81 0 7 27 161 207 l 1s:4s 0 8 30 1 I 0 9 28 I | 0 i 22 39 3 I 0 0 43 2s i 216 Hr '10 ta r o 29 t47 8 | 0 19 97 39 0r 60 1s0 201 o 12 L27 681 776
16:00 0 4 34 0 5 20 0 2T 50 0 4 33 200 3l L2 I 2l 12 1 0 8 48 '1 16:15 sl 0 2 25 7l 0 16 55 | 0 2 30 2el 234 0 T2 16:30 4l 0 6 27 sl 0 16 44 10 | 0 3 2'7 zz I 220
168 20 10? 68 205 884 34 | 22 1
1?:00 0 I 35 0 5 30 1K I 20 0 3 ?n I 262 2l 0l 6l -- | 17:15 0 9 44 2 0 10 4l 0i I6 5t el 2 5 28 260
17:30 0 I 62 3l 0 11 31 I 0i 22 0 6 40 z5 14 sl | 29r
204
TTOTAL* 9'7'7 112 I ).46 585 243 | 342 1088 178 88 | 929 615 | ssl? TRAFFIC SURVEY SPECIALIbTS, INC, FOSTER ROAD & NI^I 8TH AVENUE 85 SE 4TH AVENUE, TTNTT 109 SiEe Code : 00180011 HALLANDALE BEACH, FLORIDA DELRAY BEACH, FLORIDA Start Dat.e: 0L/31/18 COUNTED BY; MICIIAEL MALONE PHONE (561) 272-3255 FiIC I.D. : FOST8AVE SIGNALI ZED Page : 2
ALI, VEHICLES .
FOSTER ROAD NW 8TH AVENUE I FOSTER ROAD I NW 8TH iVENUE I From NorLh | trr^m FAer I From so$Eh I From west
I l]l UTurn Lefr Thru Rj.ghl r UTurn LefE Thru Right UTurn LefE Thru RighE I UTurn LefE Thru Right ToEal. Dare 0r/31/18 peak Hour Analysis By Entire Intersection for the Period: 07:00 t.o 09:00 Qn 0I/3I/I8 Peak scarL 07:30 I 07:30 OZ:3f 07:30 Volume 0 43 167 271 0 18 86 4L I 0l 41 L57 40 023 248 r.6 0 PercenL 0t 18t 70\ 11r i 0$ 12$ s9t 28t I ot I rrt 66t L7* 0t 5$ 58t 372 Pk t.oEal 237 I r4c | 238) 431 HighesE 08:1.5 I o?:45 I 07:30 07 :45 Vol- ume 0 L2 5 5 10 1 0325r-0 lo 46 L2 04 7l Hi t.otal '77 I 38 | 7s 126 PHF ,'7 7 I .es | .7e NW 8TH AVENUE
ZT L67 43 23 r57 4L 27 161 43 22L z5I 4 s8 r------[ FOSTER ROAD I
4L . ALLl{L! vrJrlrLrJErD -l VEHICLE]S |--l | L54 I r |[_ ."- 2l I I | 1+5 86 23 ll-lll rl 23 tl l-u s85 476 18 L I " 248 I 248 43L I IntersecLion rlotal- 43 . | 1,051 , 331 248 tl 40 IOU ll 160 FOSTER ROAD 583 '238--f 18 -47 . 15/
r67 : 160
345 41, r57
NW 8T AVENUE TRAFFIC SURVEY SPECIALI$TS, INC. FOSTER ROAD & NW 8TH AVENUE 85 SE 4TH AVENUE, UNIT 109 siLe code : 00180011 HALLANDALE BEACH, FLORIDA DELRAY BEACH, FLO$.IDA st.arE Date: 0l/3I/18 COUNTED BY; MIC}IAEL MALONE PHONE (s51) 272-3Is5 FilE I.D. : FOSTSAVE
S IGNALI ZED Page r 3 ALL VEHICLES
NI^l 8TH AVENUE FOSTER ROAD LNlr 8TH AVENUE i FOSTER ROAD
From NorEh Fr^m traaF I rrom Solrth I From West
I I l UTurn Left. Thru Rlght I UTurn Left Thru Rj.ght I UTurn Left Thru Right I UTurn Left Thru Right 'IOf a I Dare 01/31/18 ----- peak Hour Analysis By Entire Intersectlon for the Period: 14:00 !o 18:00 0n of/3L/18 l Peak sEar! 17:00 | 17:00 | 17:0Q 17:00 1.1 249 34 2L7 I44 95 Volume 0 32 204 0 31 141 51 | 0 I 86 67* 9* 1S 7* 56t 3?g PercenE 0t 13* 83t 4t 0t 14t 53t 23t I O* j 23* Pk total 24'7 223 i 369 258 Hrghest l-7:30 r'1 :15 I l7 : 4l L7:00
Volume08623 o 10 44 4 0 i 28 !4 0 3 42 30 Hi Eotal 73 58 102 75 pHF .85 .96 I .eo .86 NW 8TH AVENUE
11 204 32 T9 249 5l 11 204 32 3r9 247 s66 FOSTER ROAD t 86 . ALL vEHrcLFts I L4L 238 r _1 L47 11 l.1223 L4L L> rll L9 rlll 31 4e6 433 31 L |I 744 r44 258 | ,n.ersection iTotat I 32 r'oe, zLv r44 | | I I 5+ 95 95 l- FOSTER ROAD 699 369 31ll . 85 ' 2491. 34 zv+ 95 330 85 249
NW8 AVENUE i TRAFFTC SURVEY SPECTALT$TS. rNC FOSTER ROAD & NW 8TH AVENUE 85 SE 4TH AVENUE, r.tNlr 109 Sit.e Code: 001.80011 }IALI,ANDALE BEACH, FLORIDA DELRAY BEACH, FLO{IDA Start DaEe: 0I/31/Lg COUNTED BY; MICIiAEL MALONE PHoNE (s61) 2'72-3155 Fi.le I.D. : FOSTSAVE Page : 1 S IGNALI ZED I PEDESTRIANS & BI*ES
ROAD NW 8TH AVENUE I FOSTER ROAD lNw srH AvBuun I FOSTER
From Nort.h I From East From So$th I From wesE
I I Left. BrKES Righr peds J Lefr. BIKES Right. Peds I Left ]BIKES Right Peds I Left BIKES RighE Peds Total. DerF o1/11/1A --- --+-
'
07:00 0 0 0 31 0 0 o 1 or o 41 0 0 0 ol 8 o 0 o 41 0 o o L oi o 0 81 0 I 0 1l 15 07:30 0 0 0 11 0 0 0 0 ot t u sl 0 0 0 ol 7 07:45 o 1 o 6 o o o I I o i 0 0 0 i o o 0 0 i 8 Hr roral o 1 o 14 I 0 o o 3 I o I 1 o r'7 | o 1 0 1 i 38
08:00 0 0 0 0 0 ol 0 ol 3 08:15 0 0 0 1 0 3l 0 ol 7 08:30 0 0 0 0 0 0l 0 ol 3 08:45 0 HT TOE 1 s1 41 0 0l
14:00 0 0 0 2 i 0 0 0 0 0i 0 0 0 3 14:15 0 0 0 1l o 0 0 0 0i 0 0 0 0000 1 14:30 0 0 o 13 | o 0 0 1 0, 1 0 L2 010056 93 14145 0 I O 19 i O O O O I O i O O 18 | O 1 0 13 | s2 Hr Total 0 1 0 3s | 0 11 0 1 0 30 | 0 11 0 70 | 149
15:00 0 0 o 11 0 0 0 ol oi 1 o sl 0 0 0 6l 13 15 r 15 0 0 sl 0 0 0 oi o 5 o ol 0 I 0 7l 22 g 15:30 0 0 0 41 0 0 0 oi ol 1 0 0l 0 0 0 4l
15145 o 1 o 1 | 0 o O O I o I 0 0 0 | 0 0 0 2l Hr Tocal 0 0 11 | 0 ol sl rc I 48
16:00 0 0 0 ol 0 0 0 ol 0 0 0 2l 0 0 0 ol 2 16:15 0 0 0 3l 0 0 0 1l 0 0 0 2l 0 I 0 sl 12
15;30 0 0 0 '1 i 0 0 o ol 0 0 0 3l 0 2 0 24
17:00 0 0 0 6l 0 0 0 0 0 2 0 el 0 2 0 I 27 17:15 0 2 0 4l 0 0 0 3 0 0 3 0 I 33 1?:30 0 0 0 1l 0 1 0 ) 0: 0 0 1l 0 0 0 5 10 0 0 0 2 ol 0 1 Hr Tot.al 15 1 7l 24 1
* 1?O I TOTAL* 16i 0 I 11 0 er I
j
j i TRAFFIC SURVEY SPECIALISTS, INC NW 5TH COURT & NW 8TH AVENUE 85 SE 4TH AVENUE, UNIT 109 siEe code : 00180011 HALLANDALE BEACH, FLORIDA DELRAY BEACH, FLOhIDA starE Dare: ar/31/18 COUNTED BY: GERMAIN CAMPUSANO PHONE (551) 272-3255 FiIE I.D. : 5CT-8AVE NOT SIGNALIZED Page : L
DRTVEWAY NW 8TH AVENUE lNw sTH couRT INW 8TH AVENUE I I
From North I trom East I From sotrEh I From West I
I I I I UTurn Left Thru Right ] UTurn Left Thru Right ] UTurn Left Thru Righc I UTurn Left rhr,' Pidhr I T^ts.1 DaEe 01,/31/18
2 148 07:00 0 1 39 11 0 4 0 11 l 0 2 55 08 1 14 | 2 1 207 07:15 0 2l o I 14 l 6 75 026 6 25 1 1 r 0?:30 0 0 ?0 11 0 7 1 4l 0493 1 10 7 t4 l 2]^3
o7:45 o r. 73 l. I o 2 1 11 | o 7 61 3l 0 16 4 r.o I r92
0 15 I 60 18 63 | 760 ' Hr Tot.al 7 226 s | 0 3 40 i o 19 2e6 1l
08:00 0 1 2l 1 2 2 4l o 4 5't 3l o 8 s 7l 158 18 08:15 1 5 5l 0 3 3 10 l 0546 5l 1 6 4l 189 08 r 30 0 2 '15 5 0 2 2 4l 0 3 54 2l o 8 6 sl r.68
08:45 0 1 69 3t 0 0 1 4l o r 63 l I o s 4 3l L57 ToEal 282 01322O131 13921191672 Hr 16 1 8 22 I
-.- T BREAK * --
14 :00 0 0 35 0 0113 1157 2l 0 0 0 2 | 103 14 r 15 0 o270 0301 0364 ol o 4 1 1 | 104 14:30 0 0 65 8 0100 0272 1l o 4 o 2 | 1ss
14:45 0 O 63 0 | 0 0 1 0l o25921 o 2 0 rl 110 Hr loLal u 0 190 8l 0 s 2 4l r8252 sl o 10 1 61 492
15:00 0 2 43 11 0 1 2 1i 0 345 2l 0 5 0 ol 105 15:15 0 1 46 0l 0 0 0 11 0 247 5l 0 0 2 1l 105 15:30 0 2 49 0l 0 1 0 21 0 o46 0 0 0 0 0 100
I5:45 0 1 58 o I o o 2 | | o o 61 1 o o 1 2 , 127 Hr Total 196 11 0 2 sl 0 5 199 8l 31 43?
16:00 0240 11 0 1 1 2l 0 1 60 2 0 1 1 1l 113 16: 15 0 1 56 0l 0 1 1 3l o 2 68 1l 02r4 140 16:30 0 1 53 101 1 1l o 2 85 3l 0 1 \ 2) r52 'r 16:45 O 2 70 2 I 0 3 ) 1 | o i 58 4 o 1 2 I 161 Hr Tot.al 0 281, s58 6 2r9 40 el 0 8 10 I s 6 e I
17:00 0 0 69 2) 0 1 0 1l o 5 91 4l 0 1 1 1l I76 17:15 0866 8l 2 2 2 3l 0 6 84 1l 0 8 4 4l 198 L7:30 039'7 'tl 0 I 0 ol 0 6 r07 2l 0 1 0 1l 225 '78 17:45 0 1 3 | 0 2 1 1i o 5 r07 1l 0 l 2 1l 205 5l t? Hr Tot.al 0 12 310 20 | 22 389 8l 7l 804
*TOTAL* 40 L423 25 of 75 L637 q1 56 s4 | 4r I r32 10? I 3733 TRAFFIC SURVEY SPECIALIGTS, INC NW 5TH COURT & NW BTH AVENIJE 85 SE 4TH AVENUE, UNTT 109 SiEe Code : 00180011 I{ALLANDALE BEACH, FLORIDA DELRAY BEACH, FLORIDA SEarE DaEe: 0L/31/18 COUNTED BY: GERMAIN CAMPUSANO PHONE (s61) 272-31,55 File I.D. : 5CT_8AVE NOT SIGNALIZED Page : 2
DRTVEWAY NW 8TH AVENUE I NW sTH COURT INW 8TH AVENUE I
From North I brom EasE I From SolrLh | !rom wesc
I I I UTurn Left Thru Right I UTurn Left Thru Right UTurn LefE Thru Righc I UTurn Left Thru Right I Total Date 0Ll31l18 --- Peak Hour Analysis By Entire InEersection for che Period: O?:OO Eo 09,OO On OI/3I/18 Peak starc 0?:15 07:15 07:15 i 07: 15 Volume 0 '7 249 6 I 1 r.3 s 33 I 0 , 2). 288 I J1 60 22 56 PercenE 0t 3t 95t 2\ 2t 25\ 10t 63* I or I -1\ elt 3t I 1r 43t 16t 409 j 13e Pk t.oEal 262 52 I tt't I HighesE Q7:45 | 07:15 | 07,3b I o?: ls Volune 0 1 73 11 0 2 141 o 4 93 1 0 26 Hi Eotal 75 l17 I e8 L q7 PHF .87 | .76 | .e1 I .61 NW 8TH AVENUE
249 61, 288 33
6 249 382 644 DRIVEWAY l-
I ' f\lJ.L vErll-ulllD 2I -r ALL VEHTCLES r- I 5 32 tl [- 6 | | "' 51 ll 6I rllrl L4 171 8e I4 | L I 22 22 13 7 9 | ,naersection fTotal I 770 5I 22 I I '1 I 8 55 lr L 56 I NW 5TH COURT 636 I a< a
l_4ll . 2rt. 288 249 55 3r9 2L 288
NW 8TH AVENUE TRAFFIC SURVEY SPECTALT$TS, rNC. NW 5TH COURT & NW 8TH AVENUE 85 SE 4TH AVENUE, UNIT 109 Site Code : 00180011- HALLANDALE BEACH, FLORIDA DELRAY BEACH, FLOt.TDA Sbar! Date: 0L/3L/Lg 5CT_8AVE COUNTED BY: GERMAIN CAIVIPUSANO PHONE (s61) 272-3?ss File I.D. : NOT SIGNALIZED Page : 3 ALL VEHICLES ]
NW 8TH AVENUE I NW 5TH COURT INW 8TH AVENUE IDRIVEI^IAY
From NorEh I t rom EasE I From sotrth I From West
I t, uTurn Left Thru Right I uTurn Left. Thru Right I uTurn I Left Thru Right. I uTurn LefE Thru Rj.ghE I ToLal DaEe 01/31118 ------f Peak Hour Analysis By Entj.re InEersection for Ehe Period: 14:00 to 18:00 pn 01/3I/I8 Peak starL 1.7:00 I r.7:00 | 17:00 17:00 Volume o L2 310 20 | 2 6 3 5l 0 22 389 8 0 13 7 7 2+ 0t 48t 26$ 26?' Percent 0t 4t 91t 6t I 12* 3st 193 31t I 0t st 93$ Pk totsal 342 I 16 | 41e 2'l HighesE 1?:30 17:1.5 i 17:3P L I I L) volume 0 3 9'7 7222 31 0 0844 Hi rotal 107 9 I 115 16 PHF .80 I .44 I .el 42 NW 8TH AVENUE
zw 310 L2 l-5 389 5
20 310 L2 407 'l 5+Z 74e I DRIVEWAY rl I
zz -r 'fr!!ALL vEHrcldsv-B-F1-L\-!rr1'J | --_l r- 3 45 t -: 20 | | tu 13 13 tlrl lllrr43L
27 | ,r..ersection lTotal I L2 804' 27 8 | | I NW 5TH COURT l-.t '7 44
8ll . 22t,. 3Be 31011 ll
32511 221 38e
NW 8TH AVENUE TRAFFIC SURVEY SPECIAITLTS, TNC. NW 5TH COURT & NW 8TH AVE}JIJE 85 SE 4TH AVENIJE, UNTT 109 siEe code : 00180011 HALI"ANDALE BEACH, FLORIDA DELRAY BEACH, FLOFIDA Scart Date: 0L/3I/La COUNTED BY: GERMAIN CAMPUSANO PHONE (s61) 272-3255 File I.D. : 5CT_8AVE NOT SIGNALIZED Page : 1 PEDESTRIANS & BIKES
NW 8TH AVENUE ] NW 5TH COURT INW 8TH AVENUE I DRTVEWAY
From NorEh J !rom Easc I rrom soi:tn I r'rom wesr lllil LefE BIKES Righr peds ] Lefr BIKES RighE Peds I LefE i BIKES Rj.ghE Peds I Left. BIKES RighE Peds I Total DaEe O1l31/18 ------:
07:00 0 0 0 0 0 0 0 ^ I nl 0 0l 0 0 0 21 2 07:15 0 0 0 0 0 0 0 o I ol 0 0 0l 0 3 0 10 I 13 07:30 0 0 0 0 I 0 0 0 0 | 0r 0 0 01 0 0 0 0l 0 0 0 0 0 HT IOLAI 0l ol 0 0 01 0
08:00 0 0 0 0 0 0 0 ol 0 0 0 0i 0 0 0 rl 1 08:15 0 0 0 0 0 0 0 0l 0 0 0l 0 0 0 0l 0 08:30 0 0 0 0 0 0 0 0l 0 0 0 oi 0 0 0 0l 0 0 Hr Totaf 0i 0l ol 1i I
. * BREAK
14 ;00 0 0 0 0l 0 0 0 ol 000 ol 0 0 0 0 0 14:15 0 0 0 0l 0 0 0 ol 0l 0 0 ol 0 0 0 0 0 14:30 0 0 0 0l 0 0 0 ol 000 ol 0 7 0 37 14:45 0 0 0 0l 0 0 o ol oi 0 0 2l 0 L 0 o 3
Hr ToLal 0 0 0l ol o] o o 2l 37 | 47
15 r 00 0 0 0 0 0 0 0 0l 0 0 0 0l 0 0 0 ol 0 15:15 0 0 0 1l 0 1 0 0l 0 0 0 0l 0 0 0 0l a 15:30 0 0 0 ol 0 0 0 0l 0 0 0 01 0 0 0 0l 0
Hr Total o o o 1l o 1 o ol o, o o ol o o o ol 2
l * BREAK * -----
* TOTAL* 1l ol 2l sl I TRAFFIC SURVEY SPECIAI,ISTS, INC NW 2ND STREET & NW 8TH AVENUE 8s sE 4TH AVENUE, UNIT LO9 Site Code ; 00180011 IIALI,ANDALE BEACH, FLORIDA DELRAY BEACH, FLORIDA SEarE Date: 0L/31/18 COUNTED BY: RICH MENDEZ pHoNE (561) 2'72-32.55 Fil.e I.D. : 2ST_8AVE NOT SIGNALIZED Page : 1 ALL VEHICLES
NVI 8TH AVENUE lNt^l 2ND STREET lNw BTH AVENUE t----- From North FTom EaSE I From souEh | ! rom wesE
l i UTurn l,efL Thru Right UTurn Left Thru Righr. I UTurn Left. Thru Right. I UTurn LefE Thru Right I Total
07r00 o '7 70 0 06 005912 o 0 o o | 1s9 07:15 0 10 99 003 0 19 0 0 't4 12 o o 0 0l ztt 07:30 0 19 113 0l 0 4 0 11 006617 o o o ol 230
o't:Aq o 26 98 0 I O 11 0 8 | 0 i 0 66 2L I o o 0 ol 230 Hr Toca] 0 62 380 0l o 23 o 44 | 0 o 265 621 o 0 o | 836
0 72 0 0 0 2LO 0B:00 0 L6 91- 0l 0 0 4l 0 18 | ol 08:15 0 16 99 ol 0 6 0 4l 0 0 35 8l 0 0 0 0l 169 r c1 0 0 7 0 0 0 41 71 0 0 0 ol L79 08 30 0 2L 12 l
08:45 0 3 42 7 0 7
Hr'1ofal 0 66 380 za I 191 40 0 ol 732
14 :00 o 2 58 0l 0 4 o 81 0 0 58 900 L49 14:15 0549 0 o 6 o 12 | 0 0 69 91 0 0 0 0 t50 14:30 0 5 7L 0l o 5 o el 0 o52 61 0 0 o o 148
14:45 0 I 64 0 | o L2 O '7 | O 0 ?0 6 | 0 0 0 0 I 167 Hr Total 0 20 242 ol 027 0 36 | 0 o 259 3oi o 0 0 0l 6L4
15:00 0 3 50 ol 0 11 0 sl 0 o 52 7l o 0 0 0l 128 15: L5 0 4 56 0l 08 0 10 I 0 0 sr. 1 I 0 0 0 0l 130 15:30 0 11 47 0l 012 0 1r- I 0 0 s4 41 0 0 0 ol 139
15:45 0 s 55 0 I 0 I 0 15 I I 0 56 3 I 0 0 0 0 I 143 Hr Tot.al 0 23 2Og ol 0 39 0 41 I 02r3150 0 | 540
L6:00 0 7 46 0l 0 15 0 24 I 0 057'70 0 0 ol 156 L6:15 0 6 59 ol 0 19 I 0 0s420 0 0 ol 143 15:30 0 4 54 0 0 13 0 22 I 0 0 ?5 4L 0 0 0 ol I72 16t45 0 5 '70 oi o 9 o 25 | o o 52 131 o o o ol r74 Hr IOCaI 22 229 0l 0 40 o eol 0 0 238 26 0 ol 645
17:00 0 5 63 ol 027 o 2el 0 0 55 7l 00 0 ol 196 0 3 55 r.4 77 0 180 17:15 0l 0 0 24 1 0 0 7l 00 ol 77 0 198 17:30 0 6 68 ol 0 10 o 31 | 0 0 6l 00 ol
).'7 :45 0 5 78 0 i 0 13 0 22 | 0 0 80 3l 00 0 0l 20t 715 Hr Total l9 264 oi 0 106 i 00299 23 1 ol
*TOTAL* 272 1703 0l 34s I 1465 r vo I 0l 4I42 TRAFFTC SURVEY SPECTALIPTS, rNC NW 2ND STREET & NW 8?H AVENUE 85 SE 4TH AVENUE, UNIT 109 Si.Ee Code : 00180011 HALI,ANDALE BEACH, FLORIDA DELRAY BEACH, FLORIDA sEart DaEe: OL/3L/18 COLINTED BY: RICH MENDEZ PHONE (561) 2'72-3P55 File I.D. : 2ST-8AVE NOT SIGNALIZED Page : 2 ALL VENlLLtsJ
NW 8TH AVENUE INW 2ND STREET INW 8TH AVENUE l----- I From North Fr^m Frat I From Soirth I From WesC illl uTurn Left. Thru Right I uTurn Lefr. Thru RighE I uTurn Lett. Thru RighE I uTurn LerL Thru Rj.ghE. I TotaI DaEe 01/31/18 .-- Peak Hour Analysis By Enlire Intersection for the Perj.od: 07:00 !o 09:00 bn OL/31/18 Peak sEar! 07r15 | 07:15 | 07:1$ 07:15 Volume 0 71 401 0l 0 2'7 o 42 | 0l o 279 68 00 o0 Percent 0* 15t 85t 0t | 0t 39t ot 61r I or ot 8ot 208 0t 0t 0* 0t Pk roEal 472 I 69 | 346 0 HighesE 07:30 | 02, ts I oe, op 07:00 Vol- ume 0 19 r 13 ol o 3 0 191 o 0 72 18 0000 Hi total L32 122 I eo 0 PHF .89 | .?g | .e6 l .0 NW 8TH AVENUE
. 401 '7r 278 .+z
n 401 7I 320 'l ltz 7e2 | n, 0 ' ALL vEHrcLFls | n ll6e0 rl - l' rl 27
lo:2oBlr',I 'll-t, ^t.i IL 0 | IntersecLion Total I 887 13e 0 | | I l-llrll I NW 2ND STREET 774 '1,4R .l
2711 . 01,. zt6 401 0 428 218
NW 8TH AVENUE TRAFFIC SURVEY SPECIAI,I$TS, INC NW 2ND STREET & NW 8TH AVENUE 85 SE 4TH AVENUE, UNIT 109 Si.te Code : 00180011 TALLANDALE BEACH, FLORIDA DELRAY BEACH, FIORIDA SEarE Date: OL/3f/18 COIINTED BY: RICH MENDEZ PHONE (s51)212-3Pss file I.D. : 2ST_8AVE NOT SIGNALIZED Page : 3 ALL VEHICLES
grH NW 8?H AVENUE I NvI 2ND STREET lNw AvBlruB t---- From North I From EasE I From SolrEh I From west tl UTurn LefE Thru Right I UTurn Lefc Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Dare 01,/31/18 --. peak Hour Analysis By EnEire Intersection for t.he Period: 14roO !o 18:oo on 0I/3I/L8 Peak slarc 17:00 | 17:00 | 17:0P 17:00 0 0 00 vol.ume o 19 264 0l 0 64 o 106 | 0029923 I 7\ 0t 0t Percenc 0t 7* 93S 0t i 0g 38t 0r 62t I ot o* 93t 0t 0&
I , 0 Pk EoraL 2B3 I 170 I 322
Highest \'7 | 45 j 17:00 I 17;1f 07:00 Volume 0 5 '78 ol o 2'7 0 2e | 0 77 0 Hi roEal 83 I s6 | 84 0 PHF .85 | .76 | .e6 .0 NW 8TH AVENUE
264 L9 0 299 105
n zo+ L> 405 283 'l 689 ;------J r tuo I roe 0 _1 - Ar'r'taIJlJ v ErII \-lrEriD VEHICLES I 0 [- n I I | 170"-^ o I , | .l - ll 64 l02L2lrn L I il
. I rntersection lrotal- | 77srl42 0 ||775| 23 t-ll,lll.l - NW 2ND STREET J 650c-^ 1_-]i 322 64 .0 . 299 264 0 - 328 299
NW 8TH AVENUE TRAFFIC SURVEY SPECIALI$TS, INC NW 2ND STREET & NW 8TH AVENUE 85 SE 4TH AVENUE, UN1T 109 sit.e code : 00180011 IALLANDALE BEACH, FLORIDA DELRAY BEACH, FLO+IDA Start. Dat.e: 0l/3I/LB COUNTED BY: RICH MENDEZ PHONE (551) 272-31,s5 File I.D. | 2ST_8AVE NOT SIGNALIZED l Page : 1 PEDESTRTANS & BIfES
NW 8TH AVENUE I NW 2ND STREET lN!.I 8TH +VENUE l----- From North I t rom EasE I From south I From West. irll Lefr BIKES Right peds I LefE BIKES Right Peds I Left IBIKES RighE Peds I LefE BIKES RlghE Peds I ToEal' Dat.e 01/31/18 .-
07:00 0 0 0 0 o 1 o 1 ol 0 0 0l 0 0 0 ol '7 07: 15 0 0 0 3 o 1 o 31 0l 0 0 ol 0 0 0 ol 07:30 0 1 0 0 o 1 o ol ol 0 0 01 0 0 0 0l 2 o 0 0
Hr Total 0 t- 3i 4l 0 0l ol
08:00 0 0 o ol 0 1 0 ol 0 ol 0 0 0 ol 1 08:15 0 0 0 ol 0 0 0 ol 0 0 ol 0 0 0 ol 0 08:30 0 0 0 ol 0 0 0 0l 0 0 oi 0 0 0 ol 0 0 0 0 0 0 Hr To€al. 0 0l 0 ol ol 0 ol
- * BREAK
14:00 0 0 0 1l 0 0 0 1 0t 0 0 0l o o 0 0l 2 14:15 0 0 0 1l 0 o 0 0 0l 0 0 ol o o o ol l- 14:30 0 0 0 1l 0 1 0 5 0l o ol o 0 o oi 7
14.45 o 0 0 o | 0 0 0 o | 0 I 1 o o I 0 0 0 0i 1 Hr ToLal 0 3l 6i 0 ol o o ol 1l
, 15:00 0 0 0 0l 0 0 0 ol 0l 0 0 0l 0 0 0 0i 0 If : I) 0 0 0 1l 0 1 0 0l ol 0 U ol 0 0 0 ol 2 15:30 0 0 0 0 0 0 0 1l 0l 0 0l 0 0 0 0l I 15:45 0 Hr Total 0 0 0 31 0 L 0 1l 0j 0 0 ol
16:00 0 0 0 0l 0 0 0 sl 0 0 0 0 0 0 0 5 16:15 0001000 ol 0 0 0 0 0 0 0 1 16:30 0000000 ol 0 0 0 0 0 0 ol 0 0 Hr Total 1l o o o I | 0, 0 0l ol
l 17:00 0 0 0 rl 0 0 o 21 0 0 0 0l 0 0 0 0l 3 1?:15 o o o ol o o 0 0l 0 0 0 0l 0 0 o 0l 0 1.7:30 0 o o ol o o o 0i 0 0 0 ol 0 o o ol o 17:45 o o O o I o o o o | , o i o o o I o o o 0 | o HrTor.aI O O O 1l O O O 2l O O O 0l O 0 0 0l 3
* TOTAL* 11 0i 1 0 ol 40 | 2rl ol TRAFFIC SURVEY SPECIALIFTS, INC HALLANDALE BEACH BOULEVARD & NW/SW 8TH 85 SE 4TH AVENUE, UNTT 109 Site Code : 00180011 AVENUE, HALLANDALE BEACH, FLORIDA DELRAY BEACH, FLORIDA start. Dat.e: 0L/31/18 COUNTED BYr M. CRUZ & S. SALVO PHONE (s61) 2'72-3255 File I.D. : HBB_8AVE
S IGNALI ZED Page : 1 ALL VEHICLES
BEACH NW 8TH AVENUE I HALLANDALE BEACH BOULEVARD I Sw 8TH AVENUE HALLANDALE BOULEVARD I
From North l !rom EaSc I From South ] From west I
I l, UTurn Left Thru Rj.ghr. I UTurn Left Thru RighE I UTurn Left Thru Right. I UTurn Left Thru Right ToEal Dare 01/31/18 -
07:00 082529 082425 0 69 27 2 6 33 314 30 I 79A
07:15 0 1.8 48 40 l. 18 284 4 0 83 52 5 3 35 3r2 4s I 944
07:30 o255626 I202648 0 108 26 5 3 42 3s'7 4s I 986
O7:45 O ?O 51 'r0 | o 29 )91 0 | 0 59 40 10 | 2 10 395 33 I 1000 372A Hr ToraL 0 71 190 725 | 2 75 LO77 L7 | 0 319 14s 22 | 14 140 1378 153 I
1099 08:00 0 3? 34 30 I 4 20 311 3 I 0 83 49 11 i 3 31 440 43 | 08:15 0 34 31 23 0 80 18 8l 3 20 532 64 | :.16'7 32 08:30 0 36 47 2 72 339 0 l 0 86 33 7 | 11 20 453 sl I 1]29
08145 0 33 40 24 i I1232541 0 104 29 r.1 | 1 r.7 510 69 I 1180
Hr ToEaI 0 r.40 L52 109 I 9 56 1310 72 | 0 3s3 r29 37 | 18 88 1935 22"7 | 45'75
*BREAK*. -
14:00 0 11 33 r'7 | 6 13 4L3 6l 0 75 30 10 4 36 383 30 I !06't 14:15 o20 20 I 13 336 6l 09043 l4 7 27 4r.6 3s I 10s0
14:30 0 19 31 I 5 7 449 131 0 89 24 L2 4 24 489 37 1232
14:45 O L2 1 6 4oi 4 | 068128t 4 41 44i 47 1 1124 62 Hr ToEal 0 i03 I r"1 39 1601 29 I Q 322 r29 44 | 19 130 1731 149 I 4473
15:00 4 7 7L 0 11 21 30 l 13 424 0 23 8l 7 25 386 48 | 1078 L5:15 o2018301 r0 409 sl 0 95 24 12 | 8 33 387 52 | 1108 15:30 1 513 0 32 0 11 10 22 I B 4l 88 8l 3 25 4L4 56 | 119s
15:45 0 11 27 29 I 2 9 473 5i 0 82 sl 2 11 47'7 12 | tt48 Hr Tor.al 0 53 76 111 11 r.819 i 40 2rl 336 r02 34 I 20 114 1604 188 | 4s29
L6:00 0 11 18 32 i 3 L2 469 0 100 1138 6l 19 11 I 4 29 386 38 I l6:15 14 2 48't 0 90 0 16 23 | 14 6l 26 5l 2 30 416 56 I r-187 l6:30 0 434 0 9'7 o 7 2L 30 | 9 7l 26 5l 4 48 411 39 i 1138
16:45 0 13 21 29 I 4 2 394 5 o :L O'7 31 9 | 2 4A 198 48 | r]o4 Hr Total 0 45 '76 114 37 1784 25 394 102 30 | 12 L47 1611 181 | 4s6'7
17:00 0 10 20 35'7 9 5 38 1 2 73 4l 0 84 33 33 405 42 | r.056 17:15 0 T7 32 ro 10 I 6 10 428 5l 0 120 58 36 {15 48 I L22s 17:30 0 13 20 ?1 | 1 13 437 9l 0 102 38 s 5 27 478 31 I L2L2 44 I 17 :45 0 I2 39 4 L3 430 15 | or32487 5 46 453 41 1 r2A9 Hr Tot.al 52 111 1ql L 13 49 L6s2 33 I 0 438 r77 31 I 19 Lnz r)z 162 1 4782
*TOTAL* '7r3 '761 423 703 | 296 9243 r31 | 2t62 1e8 L02 I 100r.1 1060 | 26654 TRAFFIC SURVEY SPECIALIBTS, INC. IALLANDALE BEACH BOULEVARD & NW/SW 8TH 85 SE 4TH AVENUE, UNIT 109 Site Code : 0018001.L AVENUE, HALLANDALE BEACH, FLORIDA DELRAY BEACH, FLORIDA sEart Date: 0r/3L/L8 COUNTED BY: M. CRUZ & S. SALVO PHONE (s61) 272-30.55 File I.D. : HBB_8AVE l SIGNALI ZED Page : 2 ; ALL VEHICLES
NW 8TH AVENUE 1 HALLANDALE BEACH BOULEVARD SW 8TH AVENUE NLI,ANDALE BEACH BOULEVARD
From NorEh From East From SobEh I From West ll I l UTurn LefE Thru Right ] UTurn Left. Thru Right. 1 UTurn : Left Thr,r pi^hts | rIT,,rn r.aft Thrrr pi^hts I tocal
Peak Hour Analysis By Ent.lre fnEersection for the Period: 07:00 Eo 09:00 bn OL/3L/LB Peak st.art. 08 : 00 I og, oo | 08:0p I oe'oo volume 0 1.40 ].52 109 | 9 56 1310 12 I ol :s: r2s 37 | 18 88 1935 227 Percent 0B 35t 38t 27?, I 1t 4t 94t lt I ot I 68t 2s* 7$1 1$ 4$ 85t 10t Pk CoLal 401 138? 1 2268 HrghesE. 08:30 08: L5 08 :45 I 08:15 Volume 0 35 4'7 322123355 I oi roa 29 11 I 3 20 532 Hr cocal tr5 354 I ra+1 | 519 .87 .e8 PHF I 1 .90 r | .e2 NW 8TH AVENUE
109 r52 t40 105 L29 L2 109 t52 140 247 40L 'I 648 HALLANDALE BEACH BOULEVARD 353 AI,L VEHICLES 1,310 r,7'12 l-,310 109 1,310 106 r_06 65 l 4 3 ,040 j ,499 65
z,206 Intersection IIULdA^ts ^'l 140 4 ,575 2,rI2 37 227 227 : HALLANDALE BEACH BOUI,EVARD 963 ii-__----] qlq .l l 55 . 353 t. I2g r52 227 444 353 L29
SW8 AVENUE TRAFFIC SURVEY SPECIALIFTS, INC. HALI,ANDAIJE BEACH BOU]'EVARD & NII/SW 8TH 85 SE 4TH AVENUE, UNET ].09 6it.e Code , 00180011 AVENUE, }IALI,ANDALE BEACH, FLORIDA DELRAY BEACH, FI,ORIDA St.art Dat.e: 0I/3I/78 COUNTED BY: M. CRUZ & S. SALVO PHONE (s5r.) 272-3255 File I.D. : HBB_8AVE S IGNALI ZED Page : 3 ALL VEHICLES
grH NW 8TH AVENUE I HALLANDALE BEACH BoULEVARD I sl{ FVENUE HAI,LANDALE BEACH BOULEVARD I
From Nort.h I From East I From soUsh I From WesC I ll UTurn Left Thru Righl UTurn LefE. Thru Rj.ght. I UTurn I Left Thru Right I UTurn Left Thru Right J ToEal DaLe 01,/3rlt8 - .-- ---.--. .---: Peak Hour Analysis By EnEire fnEersection for the Period; 14:00 to 18:00 pn 0f/3I/I8 Peak starE 17:00 17:00 I 1?, ob 17:00 Volume O 52 111 lsl I 13 49 L652 33 I 0 438 I'77 31 19 r42 ).752 1,62 PercenE 0t l'7\ 35* 48r I 11 31 9sr 2r I 0t I 58c 27* st 1t '7$ 84C 8t Pk t.oEal 3I4 1747 646 2075 1 | \ Highesc 1,7 :45 I rz: +s | 1z:lb I7 :45 Volume 0 L2 39 441 4 13 430 151 01 12o s8 10 5 46 453 41 Hi rotal 95 | 462 | 18Bl 545 PHF .83 | .es | .s5 .95 NW 8TH AVENUE
lfr 111 52 16l- 177 33
151 111 52 371, 3L+ 'l 585 HALLANDALE BEACH BOULEVARO- 438 ALL VEHICLqS L,652 2,24r 7,652 151 r,652 161 161 oz 4 ,3]-6 3 ,582 62 L ,'752 1 ,752 2 ,075 Intersection lTotal 52
4,792 l r ,752 31 r62 r62 HALLANDALE BEACH BOULEVARD 981 ' 645 62 . 438 ,. 1 '1'1 31
111 l LOZ -r 335 438 L77
SW 8TH AVENUE I TRAFFTC SURVEY SPECrAr,rFrS, rNC HALLANDALE BEACH BOULEVARD & NW/SW 8TH 85 SE 4TH AVENUE, UNtrT 109 Sit.e Code : 00180011 AVENUE, HALLANDALE BEACH, FLORIDA DELRAY BEACH, FLOF.IDA start Dater 0l/3I/).8 COUNTED BY: M. CRUZ & S. SALVO PHONE (561) 272-3?55 Flle I.D. : HBB_8AVE SIGNALI ZED Page : 1 l PEDESTRIANS & BIKES
NW 8TH AVENUE I HALI,ANDALE BEACH BoULEVARD I Sw 8TH AVENUE IHALLANDALE BEACH BOULEVARD I
From North I From East I From solrth I From l\lest. llll LerL BrKES Righr. peds I LefE BrKEs Righr Peds I Left. I BrKEs Right Peds I Left BrKEs RighE Peds I Total Dat.e o1l31/18 --. - -
07:00 0 0 0 sl 0 I 0 el 0i 0 0 0 0 0 0 ol 15 0 3 0 07:15 0 3 0 2i 0 3 0 rJ I 0t 0 0 0 6l 30 07:30 0 0 0 2 0 0 0 1l ol r. o 0 0 3 0 0l 7 7 2 2 0 L 7 Hr Total. 9 24 0l 2l R 0 7l 59
: 08:00 0 0 0 0 0 0 0 ol 0j 0 0 0l 0 1 0 0l L 08:15 0 0 0 0 0 0 0 1l 0l 0 0 0l 0 0 0 1l 1 08:30 0 1 0 1 0 0 0 2l 0 0 0 21 0 0 0 1r 7
08:45 0 0 0 3 0 0 0 1 I 0l o o ol 0 0 0 1l 5 Hr ToEal 0 4l 4l 0 0 2l I 0 3l I5
14:00 0 1 0 1l 0 1 0 0l 0l 0 0 0l 0 1 o 2l ! l-4 : 1.5 0 0 0 8l 0 1 o 2'tl 0l 2 0 0 1 0 3l 43 14:30 0 0 0 6l 0 0 0 el 0 0 0 0 0 6 0 sl 26 14:45 o O O 4 I O 1 0 21 0l 0 o 4 0 2 0 31 44 0 Hr Total 0 1e I o 38 | ol 41 10 0 41 119
15:00 0 I 0 0l 0 0 0 ol 0l 0 2l 0 I 0 ol 4 15:15 0 1 0 2l 0 0 0 ol 0 ol 0 0 0 ol 3 15:30 o t 0 sl 0 0 0 1l 0; 1 1l 0 0 0 el 18
Hr Total el 1l 10 | 33
16:00 0 0 0 0 0 0 o o l 0t 1 0 1 0 0 0 ol 2 16:15 0 2 0 0 o o o 1l ol o 0 0 0 0 0 2l 5 16:30 0 5 0 0 0 0 0 1l o, o 0 0i 0 0 0 3 9 16145 0 1 0 1 0 0 0 0l 0r 2 0 Li 0 0 0 1l 6 Hr Total" 0 1l 0 o 21 0 3 2l 6l 22
1?:00 0 0 0 ol 0 0 0 ol 0 0 5l 0 I 0 ol 7 17:15 0 0 0 2l 0 1 0 5l 0 0 sl 0 0 0 ol 13 17:30 0 0 0 5 0 0 0 ol 0 0 0l 0 0 0 2l '7 7 2 0 2 0 0 I 0
Hr Tolal e1 0 3 0 sl 0 11 | 41
*TOTAL* 74 0i )) | 26 1 7r | 28r Traffic Impact Analysis
APPENDIX D: GROWTH RATE CALCULATIONS, VOLUME DEVELOPMENT WORKSHEETS AND SIGNAL TIMING SHEETS
k:\wpb_tpto\montefusco\8th ave commons\2018-2-6-8thavenue.doc Areawide Growth Rate Calculations Station FDOT Calculated Growth 2016 Count Product 7312 1.87% 9600 179.52 9633 0.99% 11000 108.9 590 0.47% 45500 213.85 7719 2.14% 6400 136.96 9634 -2.11% 3700 -78.07 SUM 76200 561.16 Weighted Average 0.74% VOLUME DEVELOPMENT SHEET HALLANDALE BEACH BOULEVARD & W 8TH AVENUE
Growth Rate = 0.74% 0.74% Peak Season = 1 1 Buildout Year = 2021 2021 Years = 3 3
AM Peak Hour
Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 01/31/2018 353 129 37 140 152 109 106 1,935 227 65 1,310 12 Peak Season Volume 353 129 37 140 152 109 106 1,935 227 65 1,310 12
Traffic Volume Growth 8 3 1 3 3 2 2 43 5 1 29 0
2021 Background Traffic 361 132 38 143 155 111 108 1,978 232 66 1,339 12
Project Traffic Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 30% 0% 0% 0% 0% 10% Inbound Traffic Volumes 0 0 0 0 0 0 6 0 0 0 0 2 Outbound Traffic Assignment 0.0% 0.0% 0.0% 10.0% 0.0% 30.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Outbound Traffic Volumes 0 0 0 5 0 16 0 0 0 0 0 0 Project Traffic 0 0 0 5 0 16 6 0 0 0 0 2
Total Traffic 361 132 38 148 155 127 114 1,978 232 66 1,339 14
PM Peak Hour
Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 01/31/2018 438 177 31 52 111 151 161 1,752 162 62 1,652 33 Peak Season Volume 438 177 31 52 111 151 161 1,752 162 62 1,652 33
Traffic Volume Growth 10 4 1 1 2 3 4 39 4 1 37 1
2021 Background Traffic 448 181 32 53 113 154 165 1,791 166 63 1,689 34
Project Traffic Inbound Traffic Assignment 0% 0% 0% 0% 0% 0% 30% 0% 0% 0% 0% 10% Inbound Traffic Volumes 0 0 0 0 0 0 16 0 0 0 0 5 Outbound Traffic Assignment 0.0% 0.0% 0.0% 10.0% 0.0% 30.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Outbound Traffic Volumes 0 0 0 3 0 10 0 0 0 0 0 0 Project Traffic 0 0 0 3 0 10 16 0 0 0 0 5
Total Traffic 448 181 32 56 113 164 181 1,791 166 63 1,689 39 VOLUME DEVELOPMENT SHEET NW 2ND STREET & W 8TH AVENUE
Growth Rate = 0.74% 0.74% Peak Season = 1 1 Buildout Year = 2021 2021 Years = 3 3
AM Peak Hour
Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 01/31/2018 0 278 68 71 401 0 0 0 0 27 0 42 Peak Season Volume 0 278 68 71 401 0 0 0 0 27 0 42
Traffic Volume Growth 0 6 2 2 9 0 0 0 0 1 0 1
2021 Background Traffic 0 284 70 73 410 0 0 0 0 28 0 43
Project Traffic Inbound Traffic Assignment 0% 35% 5% 0% 0% 0% 0% 0% 0% 0% 0% 5% Inbound Traffic Volumes 0 7 1 0 0 0 0 0 0 0 0 1 Outbound Traffic Assignment 0.0% 0.0% 0.0% 5.0% 35.0% 0.0% 0.0% 0.0% 0.0% 5.0% 0.0% 0.0% Outbound Traffic Volumes 0 0 0 3 19 0 0 0 0 3 0 0 Project Traffic 0 7 1 3 19 0 0 0 0 3 0 1
Total Traffic 0 291 71 76 429 0 0 0 0 31 0 44
PM Peak Hour
Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 01/31/2018 0 299 23 19 264 0 0 0 0 64 0 106 Peak Season Volume 0 299 23 19 264 0 0 0 0 64 0 106
Traffic Volume Growth 0 7 1 0 6 0 0 0 0 1 0 2
2021 Background Traffic 0 306 24 19 270 0 0 0 0 65 0 108
Project Traffic Inbound Traffic Assignment 0% 35% 5% 0% 0% 0% 0% 0% 0% 0% 0% 5% Inbound Traffic Volumes 0 19 3 0 0 0 0 0 0 0 0 3 Outbound Traffic Assignment 0.0% 0.0% 0.0% 5.0% 35.0% 0.0% 0.0% 0.0% 0.0% 5.0% 0.0% 0.0% Outbound Traffic Volumes 0 0 0 2 12 0 0 0 0 2 0 0 Project Traffic 0 19 3 2 12 0 0 0 0 2 0 3
Total Traffic 0 325 27 21 282 0 0 0 0 67 0 111 VOLUME DEVELOPMENT SHEET NW 5TH COURT & W 8TH AVENUE
Growth Rate = 0.74% 0.74% Peak Season = 1 1 Buildout Year = 2021 2021 Years = 3 3
AM Peak Hour
Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 01/31/2018 21 288 8 7 249 6 61 22 56 14 5 33 Peak Season Volume 21 288 8 7 249 6 61 22 56 14 5 33
Traffic Volume Growth 0 6 0 0 6 0 1 0 1 0 0 1
2021 Background Traffic 21 294 8 7 255 6 62 22 57 14 5 34
Project Traffic Inbound Traffic Assignment 0% 0% 0% 0% 30% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 6 0 0 0 0 0 0 0 Outbound Traffic Assignment 0.0% 30.0% 0.0% 0.0% 0.0% 0.0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 16 0 0 0 0 0 0 0 0 0 0 Project Traffic 0 16 0 0 6 0 0 0 0 0 0 0
Total Traffic 21 310 8 7 261 6 62 22 57 14 5 34
PM Peak Hour
Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 01/31/2018 22 389 8 12 310 20 13 7 7 8 3 5 Peak Season Volume 22 389 8 12 310 20 13 7 7 8 3 5
Traffic Volume Growth 0 9 0 0 7 0 0 0 0 0 0 0
2021 Background Traffic 22 398 8 12 317 20 13 7 7 8 3 5
Project Traffic Inbound Traffic Assignment 0% 0% 0% 0% 30% 0% 0% 0% 0% 0% 0% 0% Inbound Traffic Volumes 0 0 0 0 16 0 0 0 0 0 0 0 Outbound Traffic Assignment 0% 30% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Outbound Traffic Volumes 0 10 0 0 0 0 0 0 0 0 0 0 Project Traffic 0 10 0 0 16 0 0 0 0 0 0 0
Total Traffic 22 408 8 12 333 20 13 7 7 8 3 5 VOLUME DEVELOPMENT SHEET FOSTER ROAD & W 8TH AVENUE
Growth Rate = 0.74% 0.74% Peak Season = 1 1 Buildout Year = 2021 2021 Years = 3 3
AM Peak Hour
Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 01/31/2018 41 157 40 43 167 27 23 248 160 18 86 41 Peak Season Volume 41 157 40 43 167 27 23 248 160 18 86 41
Traffic Volume Growth 1 3 1 1 4 1 1 6 4 0 2 1
2021 Background Traffic 42 160 41 44 171 28 24 254 164 18 88 42
Project Traffic Inbound Traffic Assignment 0% 0% 0% 0% 20% 0% 0% 0% 5% 5% 0% 0% Inbound Traffic Volumes 0 0 0 0 4 0 0 0 1 1 0 0 Outbound Traffic Assignment 5.0% 20.0% 5.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Outbound Traffic Volumes 3 11 3 0 0 0 0 0 0 0 0 0 Project Traffic 3 11 3 0 4 0 0 0 1 1 0 0
Total Traffic 45 171 44 44 175 28 24 254 165 19 88 42
PM Peak Hour
Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume on 01/31/2018 86 249 34 32 204 11 19 144 95 31 141 51 Peak Season Volume 86 249 34 32 204 11 19 144 95 31 141 51
Traffic Volume Growth 2 6 1 1 5 0 0 3 2 1 3 1
2021 Background Traffic 88 255 35 33 209 11 19 147 97 32 144 52
Project Traffic Inbound Traffic Assignment 0% 0% 0% 0% 20% 0% 0% 0% 5% 5% 0% 0% Inbound Traffic Volumes 0 0 0 0 11 0 0 0 3 3 0 0 Outbound Traffic Assignment 5.0% 20.0% 5.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Outbound Traffic Volumes 2 7 2 0 0 0 0 0 0 0 0 0 Project Traffic 2 7 2 0 11 0 0 0 3 3 0 0
Total Traffic 90 262 37 33 220 11 19 147 100 35 144 52 Traffic Trends - V03.a SW 8 AVE -- County: Broward (86) FIN# 429193-1 Station #: 7312 Location 1 Highway: SW 8 AVE
Traffic (ADT/AADT) 12000 Year Count* Trend** 2005 7400 6800 Observed Count 2006 7600 7000 Fitted Curve 10000 2007 7900 7100
) 2008 6800 7200 y a 2009 6900 7300 D / s 2010 6900 7500 e l
c 8000 2011 6900 7600 i h 2012 6900 7700 e V
( 2013 6900 7800 c i 2014 7000 8000 f f 6000 a 2015 9500 8100 r
T 2016 9600 8200 y l i a D 4000 e g a r e v A 2000
0 2025 Opening Year Trend 2005 2010 2015 2020 2025 2030 2035 2040 2025 N/A 9300 Year 2030 Mid-Year Trend 2030 N/A 9900 2040 Design Year Trend ** Annual Trend Increase: 124 2040 N/A 11200 Trend R-squared: 19.81% TRANPLAN Forecasts/Trends Trend Annual Historic Growth Rate: 1.87% Trend Growth Rate (2016 to Design Year): 1.52% Printed: 5-Feb-18 Straight Line Growth Option *Axle-Adjusted Traffic Trends - V03.a SW 8 AVE -- County: Broward (86) FIN# 429193-1 Station #: 9633 Location 1 Highway: SW 8 AVE
Traffic (ADT/AADT) 12000 Year Count* Trend** 2005 8800 8300 Observed Count 2006 7400 8400 Fitted Curve 10000 2007 10000 8500
) 2008 8600 8500 y a 2009 8400 8600 D / s 2010 8400 8700 e l
c 8000 2011 8400 8800 i h 2012 8400 8900 e V
( 2013 8400 9000 c i 2014 8500 9000 f f 6000 a 2015 8700 9100 r
T 2016 11000 9200 y l i a D 4000 e g a r e v A 2000
0 2025 Opening Year Trend 2005 2010 2015 2020 2025 2030 2035 2040 2025 N/A 10000 Year 2030 Mid-Year Trend 2030 N/A 10400 2040 Design Year Trend ** Annual Trend Increase: 85 2040 N/A 11300 Trend R-squared: 11.38% TRANPLAN Forecasts/Trends Trend Annual Historic Growth Rate: 0.99% Trend Growth Rate (2016 to Design Year): 0.95% Printed: 5-Feb-18 Straight Line Growth Option *Axle-Adjusted Traffic Trends - V03.a SR 858/ HALLANDALE BCH BLVD -- County: Broward (86) FIN# 429193-1 Station #: 0590 Location 1 Highway: SR 858/ HALLANDALE BCH BLVD
Traffic (ADT/AADT) 50000 Year Count* Trend** 2001 40500 40100 Observed Count 45000 2002 43000 40200 Fitted Curve 2003 40000 40400
) 40000 2004 40500 40600 y a 2005 38000 40800 D / s 35000 2006 44000 41000 e l
c 2007 40500 41200 i h 2008 38500 41400 e 30000 V
( 2009 41500 41600 c i 2010 43000 41800 f f 25000 a 2011 41500 41900 r
T 2012 38500 42100 y l i 20000 2013 42500 42300 a
D 2014 42500 42500 e g 15000 2015 43500 42700 a r 2016 45500 42900 e v
A 10000
5000
0 2025 Opening Year Trend 2001 2006 2011 2016 2021 2026 2031 2036 2025 N/A 44600 Year 2030 Mid-Year Trend 2030 N/A 45500 2040 Design Year Trend ** Annual Trend Increase: 189 2040 N/A 47400 Trend R-squared: 17.79% TRANPLAN Forecasts/Trends Trend Annual Historic Growth Rate: 0.47% Trend Growth Rate (2016 to Design Year): 0.44% Printed: 5-Feb-18 Straight Line Growth Option *Axle-Adjusted Traffic Trends - V03.a DIXIE HIGHWAY -- County: Broward (86) FIN# 429193-1 Station #: 7719 Location 1 Highway: DIXIE HIGHWAY
Traffic (ADT/AADT) 10000 Year Count* Trend** 2005 5400 5100 Observed Count 9000 2006 5700 5200 Fitted Curve 2007 4800 5300
) 8000 2008 6600 5400 y a 2009 4600 5500 D / s 7000 2010 4600 5600 e l
c 2011 4600 5700 i h 2012 6300 5800 e 6000 V
( 2013 6300 5900 c i 2014 6400 6000 f f 5000 a 2015 6300 6200 r
T 2016 6400 6300 y l i 4000 a D e g 3000 a r e v
A 2000
1000
0 2025 Opening Year Trend 2005 2010 2015 2020 2025 2030 2035 2040 2025 N/A 7200 Year 2030 Mid-Year Trend 2030 N/A 7800 2040 Design Year Trend ** Annual Trend Increase: 109 2040 N/A 8900 Trend R-squared: 23.04% TRANPLAN Forecasts/Trends Trend Annual Historic Growth Rate: 2.14% Trend Growth Rate (2016 to Design Year): 1.72% Printed: 5-Feb-18 Straight Line Growth Option *Axle-Adjusted Traffic Trends - V03.a NE 1 AVE -- County: Broward (86) FIN# 429193-1 Station #: 9634 Location 1 Highway: NE 1 AVE
Traffic (ADT/AADT) 5000 Year Count* Trend** 2005 3900 4300 Observed Count 4500 2006 4300 4200 Fitted Curve 2007 4300 4100
) 4000 2008 4700 4100 y a 2009 4600 4000 D / s 3500 2010 3400 3900 e l
c 2011 3400 3800 i h 2012 3400 3700 e 3000 V
( 2013 3400 3600 c i 2014 3400 3500 f f 2500 a 2015 3500 3400 r
T 2016 3700 3300 y l i 2000 a D e g 1500 a r e v
A 1000
500
0 2025 Opening Year Trend 2005 2010 2015 2020 2025 2030 2035 2040 2025 N/A 2500 Year 2030 Mid-Year Trend 2030 N/A 2100 2040 Design Year Trend ** Annual Trend Increase: -90 2040 N/A 1200 Trend R-squared: 40.88% TRANPLAN Forecasts/Trends Trend Annual Historic Growth Rate: -2.11% Trend Growth Rate (2016 to Design Year): -2.65% Printed: 5-Feb-18 Straight Line Growth Option *Axle-Adjusted
Traffic Impact Analysis
APPENDIX E: SYNCHRO 9.0 OUTPUT REPORTS
k:\wpb_tpto\montefusco\8th ave commons\2018-2-6-8thavenue.doc Queues Existing (2018) AM Peak Hour 3: Hallandale Beach Boulevard & NW 8th Avenue 02/06/2018
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 115 2350 71 1437 384 180 152 283 v/c Ratio 0.36 0.89 0.53 0.66 0.79 0.31 0.45 0.49 Control Delay 15.3 30.3 29.5 28.9 50.4 30.4 37.9 32.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.3 30.3 29.5 28.9 50.4 30.4 37.9 32.7 Queue Length 50th (ft) 35 568 21 318 139 97 94 157 Queue Length 95th (ft) 75 644 51 370 #217 160 161 243 Internal Link Dist (ft) 1160 1978 336 789 Turn Bay Length (ft) 220 220 190 100 Base Capacity (vph) 317 2648 135 2192 487 584 337 578 Starvation Cap Reductn 0 0 0 0 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 0.36 0.89 0.53 0.66 0.79 0.31 0.45 0.49 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
Baseline Synchro 9 Report Page 1 HCM 2010 Signalized Intersection Summary Existing (2018) AM Peak Hour 3: Hallandale Beach Boulevard & NW 8th Avenue 02/06/2018
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 106 1935 227 65 1310 12 353 129 37 140 152 109 Future Volume (veh/h) 106 1935 227 65 1310 12 353 129 37 140 152 109 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 115 2103 247 71 1424 13 384 140 40 152 165 118 Adj No. of Lanes 1 3 0 1 3 0 2 1 0 1 1 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 383 2436 282 152 2243 20 515 445 127 352 323 231 Arrive On Green 0.14 0.53 0.53 0.04 0.43 0.43 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 1774 4623 535 1774 5197 47 2118 1394 398 1199 1012 723 Grp Volume(v), veh/h 115 1534 816 71 929 508 384 0 180 152 0 283 Grp Sat Flow(s),veh/h/ln 1774 1695 1768 1774 1695 1854 1059 0 1792 1199 0 1735 Q Serve(g_s), s 3.5 47.1 48.8 2.6 25.9 25.9 21.7 0.0 9.2 13.2 0.0 16.0 Cycle Q Clear(g_c), s 3.5 47.1 48.8 2.6 25.9 25.9 37.7 0.0 9.2 22.4 0.0 16.0 Prop In Lane 1.00 0.30 1.00 0.03 1.00 0.22 1.00 0.42 Lane Grp Cap(c), veh/h 383 1787 932 152 1463 800 515 0 573 352 0 554 V/C Ratio(X) 0.30 0.86 0.88 0.47 0.63 0.63 0.75 0.00 0.31 0.43 0.00 0.51 Avail Cap(c_a), veh/h 383 1787 932 152 1463 800 515 0 573 352 0 554 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.8 24.6 25.0 26.7 26.8 26.8 48.7 0.0 31.0 39.5 0.0 33.3 Incr Delay (d2), s/veh 2.0 5.6 11.3 10.0 2.1 3.8 9.4 0.0 1.4 3.8 0.0 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 23.3 26.5 1.7 12.4 14.0 7.0 0.0 4.8 4.8 0.0 8.1 LnGrp Delay(d),s/veh 17.8 30.3 36.3 36.7 28.9 30.6 58.1 0.0 32.4 43.3 0.0 36.7 LnGrp LOS B C D D C C E C D D Approach Vol, veh/h 2465 1508 564 435 Approach Delay, s/veh 31.7 29.9 49.9 39.0 Approach LOS C C D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 43.0 9.5 68.0 43.0 21.0 56.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 38.5 5.0 63.5 38.5 16.5 51.5 Max Q Clear Time (g_c+I1), s 39.7 4.6 50.8 24.4 5.5 27.9 Green Ext Time (p_c), s 0.0 0.0 12.4 4.8 0.2 22.7 Intersection Summary HCM 2010 Ctrl Delay 33.8 HCM 2010 LOS C
Baseline Synchro 9 Report Page 2 Queues Existing (2018) AM Peak Hour 6: NW 8th Avenue & Foster Road 02/06/2018
Lane Group EBT WBT NBT NBR SBT Lane Group Flow (vph) 469 158 216 43 258 v/c Ratio 0.61 0.22 0.30 0.06 0.36 Control Delay 15.5 9.0 12.9 4.2 12.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 15.5 9.0 12.9 4.2 12.8 Queue Length 50th (ft) 107 25 49 0 57 Queue Length 95th (ft) 192 57 92 15 106 Internal Link Dist (ft) 1190 2000 770 435 Turn Bay Length (ft) 80 Base Capacity (vph) 774 731 713 697 723 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.61 0.22 0.30 0.06 0.36 Intersection Summary
Baseline Synchro 9 Report Page 3 HCM 2010 Signalized Intersection Summary Existing (2018) AM Peak Hour 6: NW 8th Avenue & Foster Road 02/06/2018
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 23 248 160 18 86 41 41 157 40 43 167 27 Future Volume (veh/h) 23 248 160 18 86 41 41 157 40 43 167 27 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1900 1863 1863 1900 1863 1900 Adj Flow Rate, veh/h 25 270 174 20 93 45 45 171 43 47 182 29 Adj No. of Lanes 0 1 0 0 1 0 0 1 1 0 1 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 81 444 273 116 464 204 178 624 673 157 558 82 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow, veh/h 43 1045 641 113 1091 479 247 1467 1583 203 1312 192 Grp Volume(v), veh/h 469 0 0 158 0 0 216 0 43 258 0 0 Grp Sat Flow(s),veh/h/ln 1728 0 0 1683 0 0 1715 0 1583 1707 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 12.6 0.0 0.0 3.4 0.0 0.0 4.5 0.0 1.0 5.7 0.0 0.0 Prop In Lane 0.05 0.37 0.13 0.28 0.21 1.00 0.18 0.11 Lane Grp Cap(c), veh/h 798 0 0 783 0 0 801 0 673 796 0 0 V/C Ratio(X) 0.59 0.00 0.00 0.20 0.00 0.00 0.27 0.00 0.06 0.32 0.00 0.00 Avail Cap(c_a), veh/h 798 0 0 783 0 0 801 0 673 796 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 13.6 0.0 0.0 10.9 0.0 0.0 11.2 0.0 10.2 11.6 0.0 0.0 Incr Delay (d2), s/veh 3.2 0.0 0.0 0.6 0.0 0.0 0.8 0.0 0.2 1.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.7 0.0 0.0 1.8 0.0 0.0 2.5 0.0 0.5 3.1 0.0 0.0 LnGrp Delay(d),s/veh 16.7 0.0 0.0 11.5 0.0 0.0 12.0 0.0 10.4 12.6 0.0 0.0 LnGrp LOS B B B B B Approach Vol, veh/h 469 158 259 258 Approach Delay, s/veh 16.7 11.5 11.8 12.6 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 30.0 30.0 30.0 30.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 25.5 25.5 25.5 Max Q Clear Time (g_c+I1), s 6.5 14.6 7.7 5.4 Green Ext Time (p_c), s 2.9 3.1 2.9 4.1 Intersection Summary HCM 2010 Ctrl Delay 14.0 HCM 2010 LOS B
Baseline Synchro 9 Report Page 4 HCM 2010 TWSC Existing (2018) AM Peak Hour 9: NW 8th Avenue & NW 5th Court 02/06/2018
Intersection Int Delay, s/veh 4.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 61 22 56 14 5 33 21 288 8 7 249 6 Future Vol, veh/h 61 22 56 14 5 33 21 288 8 7 249 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------110 - - - - 75 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 66 24 61 15 5 36 23 313 9 8 271 7
Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 670 653 271 691 649 317 271 0 0 322 0 0 Stage 1 286 286 - 363 363 ------Stage 2 384 367 - 328 286 ------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 371 387 768 359 389 724 1292 - - 1238 - - Stage 1 721 675 - 656 625 ------Stage 2 639 622 - 685 675 ------Platoon blocked, % - - - - Mov Cap-1 Maneuver 342 377 768 308 379 724 1292 - - 1238 - - Mov Cap-2 Maneuver 342 377 - 308 379 ------Stage 1 708 670 - 644 614 ------Stage 2 591 611 - 603 670 ------
Approach EB WB NB SB HCM Control Delay, s 17 13.1 0.5 0.2 HCM LOS C B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1292 - - 449 499 1238 - - HCM Lane V/C Ratio 0.018 - - 0.336 0.113 0.006 - - HCM Control Delay (s) 7.8 - - 17 13.1 7.9 0 - HCM Lane LOS A - - C B A A - HCM 95th %tile Q(veh) 0.1 - - 1.5 0.4 0 - -
Baseline Synchro 9 Report Page 5 HCM 2010 TWSC Existing (2018) AM Peak Hour 11: NW 8th Avenue & NW 2nd Street 02/06/2018
Intersection Int Delay, s/veh 1.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 27 42 278 68 71 401 Future Vol, veh/h 27 42 278 68 71 401 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 29 46 302 74 77 436
Major/Minor Minor1 Major1 Major2 Conflicting Flow All 929 339 0 0 376 0 Stage 1 339 - - - - - Stage 2 590 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 297 703 - - 1182 - Stage 1 722 - - - - - Stage 2 554 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 271 703 - - 1182 - Mov Cap-2 Maneuver 271 - - - - - Stage 1 722 - - - - - Stage 2 506 - - - - -
Approach WB NB SB HCM Control Delay, s 15 0 1.2 HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 433 1182 - HCM Lane V/C Ratio - - 0.173 0.065 - HCM Control Delay (s) - - 15 8.3 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 0.6 0.2 -
Baseline Synchro 9 Report Page 6 Queues Existing (2018) PM Peak Hour 3: Hallandale Beach Boulevard & NW 8th Avenue 02/06/2018
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 175 2080 67 1832 476 226 57 285 v/c Ratio 0.58 0.78 0.50 0.84 0.99 0.39 0.19 0.49 Control Delay 30.3 25.4 27.3 34.7 78.8 33.0 32.0 29.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.3 25.4 27.3 34.7 78.8 33.0 32.0 29.0 Queue Length 50th (ft) 75 456 20 455 189 131 32 140 Queue Length 95th (ft) 151 520 47 521 #303 203 68 225 Internal Link Dist (ft) 1160 1978 336 789 Turn Bay Length (ft) 220 220 190 100 Base Capacity (vph) 304 2653 135 2189 483 586 298 584 Starvation Cap Reductn 0 0 0 0 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 0.58 0.78 0.50 0.84 0.99 0.39 0.19 0.49 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
Baseline Synchro 9 Report Page 1 HCM 2010 Signalized Intersection Summary Existing (2018) PM Peak Hour 3: Hallandale Beach Boulevard & NW 8th Avenue 02/06/2018
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 161 1752 162 62 1652 33 438 177 31 52 111 151 Future Volume (veh/h) 161 1752 162 62 1652 33 438 177 31 52 111 151 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 175 1904 176 67 1796 36 476 192 34 57 121 164 Adj No. of Lanes 1 3 0 1 3 0 2 1 0 1 1 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 334 2498 230 174 2215 44 503 493 87 316 229 311 Arrive On Green 0.14 0.53 0.53 0.04 0.43 0.43 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 1774 4740 436 1774 5132 103 2114 1542 273 1150 718 973 Grp Volume(v), veh/h 175 1359 721 67 1186 646 476 0 226 57 0 285 Grp Sat Flow(s),veh/h/ln 1774 1695 1786 1774 1695 1845 1057 0 1815 1150 0 1691 Q Serve(g_s), s 5.5 38.1 38.6 2.5 36.9 36.9 21.9 0.0 11.7 4.9 0.0 16.6 Cycle Q Clear(g_c), s 5.5 38.1 38.6 2.5 36.9 36.9 38.5 0.0 11.7 16.6 0.0 16.6 Prop In Lane 1.00 0.24 1.00 0.06 1.00 0.15 1.00 0.58 Lane Grp Cap(c), veh/h 334 1787 941 174 1463 796 503 0 580 316 0 540 V/C Ratio(X) 0.52 0.76 0.77 0.38 0.81 0.81 0.95 0.00 0.39 0.18 0.00 0.53 Avail Cap(c_a), veh/h 334 1787 941 174 1463 796 503 0 580 316 0 540 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.2 22.5 22.6 22.0 29.9 30.0 51.4 0.0 31.9 38.3 0.0 33.6 Incr Delay (d2), s/veh 5.8 3.1 5.9 6.3 5.0 8.8 28.7 0.0 2.0 1.3 0.0 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 18.5 20.4 1.5 18.1 20.6 9.9 0.0 6.2 1.7 0.0 8.3 LnGrp Delay(d),s/veh 28.0 25.6 28.6 28.3 34.9 38.8 80.1 0.0 33.8 39.6 0.0 37.2 LnGrp LOS C C C C C D F C D D Approach Vol, veh/h 2255 1899 702 342 Approach Delay, s/veh 26.7 36.0 65.2 37.6 Approach LOS C D E D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 43.0 9.5 68.0 43.0 21.0 56.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 38.5 5.0 63.5 38.5 16.5 51.5 Max Q Clear Time (g_c+I1), s 40.5 4.5 40.6 18.6 7.5 38.9 Green Ext Time (p_c), s 0.0 0.0 22.1 6.1 0.3 12.3 Intersection Summary HCM 2010 Ctrl Delay 36.0 HCM 2010 LOS D
Baseline Synchro 9 Report Page 2 Queues Existing (2018) PM Peak Hour 6: NW 8th Avenue & Foster Road 02/06/2018
Lane Group EBT WBT NBT NBR SBT Lane Group Flow (vph) 281 242 364 37 269 v/c Ratio 0.37 0.33 0.54 0.05 0.37 Control Delay 10.8 11.5 16.5 4.3 13.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 10.8 11.5 16.5 4.3 13.4 Queue Length 50th (ft) 50 48 93 0 62 Queue Length 95th (ft) 100 93 164 14 112 Internal Link Dist (ft) 1190 2000 770 435 Turn Bay Length (ft) 80 Base Capacity (vph) 765 733 679 694 731 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.37 0.33 0.54 0.05 0.37 Intersection Summary
Baseline Synchro 9 Report Page 3 HCM 2010 Signalized Intersection Summary Existing (2018) PM Peak Hour 6: NW 8th Avenue & Foster Road 02/06/2018
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 19 144 95 31 141 51 86 249 34 32 204 11 Future Volume (veh/h) 19 144 95 31 141 51 86 249 34 32 204 11 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1900 1863 1863 1900 1863 1900 Adj Flow Rate, veh/h 21 157 103 34 153 55 93 271 37 35 222 12 Adj No. of Lanes 0 1 0 0 1 0 0 1 1 0 1 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 88 439 268 126 502 165 211 571 673 120 661 33 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow, veh/h 55 1034 630 136 1180 387 320 1343 1583 124 1554 78 Grp Volume(v), veh/h 281 0 0 242 0 0 364 0 37 269 0 0 Grp Sat Flow(s),veh/h/ln 1719 0 0 1703 0 0 1663 0 1583 1757 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.8 0.0 0.0 0.0 Cycle Q Clear(g_c), s 6.6 0.0 0.0 5.4 0.0 0.0 8.9 0.0 0.8 5.9 0.0 0.0 Prop In Lane 0.07 0.37 0.14 0.23 0.26 1.00 0.13 0.04 Lane Grp Cap(c), veh/h 795 0 0 792 0 0 782 0 673 814 0 0 V/C Ratio(X) 0.35 0.00 0.00 0.31 0.00 0.00 0.47 0.00 0.05 0.33 0.00 0.00 Avail Cap(c_a), veh/h 795 0 0 792 0 0 782 0 673 814 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 11.8 0.0 0.0 11.5 0.0 0.0 12.4 0.0 10.2 11.6 0.0 0.0 Incr Delay (d2), s/veh 1.2 0.0 0.0 1.0 0.0 0.0 2.0 0.0 0.2 1.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 0.0 0.0 2.8 0.0 0.0 4.8 0.0 0.4 3.2 0.0 0.0 LnGrp Delay(d),s/veh 13.0 0.0 0.0 12.5 0.0 0.0 14.4 0.0 10.3 12.7 0.0 0.0 LnGrp LOS B B B B B Approach Vol, veh/h 281 242 401 269 Approach Delay, s/veh 13.0 12.5 14.0 12.7 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 30.0 30.0 30.0 30.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 25.5 25.5 25.5 Max Q Clear Time (g_c+I1), s 10.9 8.6 7.9 7.4 Green Ext Time (p_c), s 3.7 3.1 4.0 3.1 Intersection Summary HCM 2010 Ctrl Delay 13.2 HCM 2010 LOS B
Baseline Synchro 9 Report Page 4 HCM 2010 TWSC Existing (2018) PM Peak Hour 9: NW 8th Avenue & NW 5th Court 02/06/2018
Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 7 7 8 3 5 22 389 8 12 310 20 Future Vol, veh/h 13 7 7 8 3 5 22 389 8 12 310 20 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------110 - - - - 75 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 14 8 8 9 3 5 24 423 9 13 337 22
Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 842 842 337 846 838 427 337 0 0 432 0 0 Stage 1 363 363 - 475 475 ------Stage 2 479 479 - 371 363 ------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 284 301 705 282 302 628 1222 - - 1128 - - Stage 1 656 625 - 570 557 ------Stage 2 568 555 - 649 625 ------Platoon blocked, % - - - - Mov Cap-1 Maneuver 272 291 705 266 292 628 1222 - - 1128 - - Mov Cap-2 Maneuver 272 291 - 266 292 ------Stage 1 643 616 - 559 546 ------Stage 2 549 544 - 625 616 ------
Approach EB WB NB SB HCM Control Delay, s 17 16.5 0.4 0.3 HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1222 - - 330 331 1128 - - HCM Lane V/C Ratio 0.02 - - 0.089 0.053 0.012 - - HCM Control Delay (s) 8 - - 17 16.5 8.2 0 - HCM Lane LOS A - - C C A A - HCM 95th %tile Q(veh) 0.1 - - 0.3 0.2 0 - -
Baseline Synchro 9 Report Page 5 HCM 2010 TWSC Existing (2018) PM Peak Hour 11: NW 8th Avenue & NW 2nd Street 02/06/2018
Intersection Int Delay, s/veh 3.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 64 106 299 23 19 264 Future Vol, veh/h 64 106 299 23 19 264 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 70 115 325 25 21 287
Major/Minor Minor1 Major1 Major2 Conflicting Flow All 666 338 0 0 350 0 Stage 1 338 - - - - - Stage 2 328 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 425 704 - - 1209 - Stage 1 722 - - - - - Stage 2 730 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 416 704 - - 1209 - Mov Cap-2 Maneuver 416 - - - - - Stage 1 722 - - - - - Stage 2 715 - - - - -
Approach WB NB SB HCM Control Delay, s 14.6 0 0.5 HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 558 1209 - HCM Lane V/C Ratio - - 0.331 0.017 - HCM Control Delay (s) - - 14.6 8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 1.4 0.1 -
Baseline Synchro 9 Report Page 6 Queues Background (2021) AM Peak Hour 3: Hallandale Beach Boulevard & NW 8th Avenue 02/06/2018
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 117 2402 72 1468 392 184 155 289 v/c Ratio 0.37 0.91 0.53 0.67 0.82 0.32 0.47 0.50 Control Delay 16.3 31.8 30.0 29.2 53.5 30.6 38.4 32.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.3 31.8 30.0 29.2 53.5 30.6 38.4 32.8 Queue Length 50th (ft) 36 592 22 328 144 100 96 161 Queue Length 95th (ft) 81 672 52 381 #228 163 164 249 Internal Link Dist (ft) 1160 1978 336 789 Turn Bay Length (ft) 220 220 190 100 Base Capacity (vph) 313 2648 135 2192 477 584 333 579 Starvation Cap Reductn 0 0 0 0 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 0.37 0.91 0.53 0.67 0.82 0.32 0.47 0.50 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
Baseline Synchro 9 Report Page 1 HCM 2010 Signalized Intersection Summary Background (2021) AM Peak Hour 3: Hallandale Beach Boulevard & NW 8th Avenue 02/06/2018
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 108 1978 232 66 1339 12 361 132 38 143 155 111 Future Volume (veh/h) 108 1978 232 66 1339 12 361 132 38 143 155 111 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 117 2150 252 72 1455 13 392 143 41 155 168 121 Adj No. of Lanes 1 3 0 1 3 0 2 1 0 1 1 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 378 2437 281 148 2243 20 506 445 128 348 322 232 Arrive On Green 0.14 0.53 0.53 0.04 0.43 0.43 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 1774 4625 534 1774 5198 46 2106 1393 399 1195 1008 726 Grp Volume(v), veh/h 117 1567 835 72 949 519 392 0 184 155 0 289 Grp Sat Flow(s),veh/h/ln 1774 1695 1769 1774 1695 1855 1053 0 1792 1195 0 1735 Q Serve(g_s), s 3.5 49.0 51.0 2.7 26.6 26.6 22.1 0.0 9.4 13.6 0.0 16.4 Cycle Q Clear(g_c), s 3.5 49.0 51.0 2.7 26.6 26.6 38.5 0.0 9.4 23.0 0.0 16.4 Prop In Lane 1.00 0.30 1.00 0.03 1.00 0.22 1.00 0.42 Lane Grp Cap(c), veh/h 378 1787 932 148 1463 800 506 0 573 348 0 554 V/C Ratio(X) 0.31 0.88 0.90 0.49 0.65 0.65 0.77 0.00 0.32 0.44 0.00 0.52 Avail Cap(c_a), veh/h 378 1787 932 148 1463 800 506 0 573 348 0 554 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.1 25.1 25.5 27.4 27.0 27.0 49.4 0.0 31.1 39.8 0.0 33.5 Incr Delay (d2), s/veh 2.1 6.4 13.0 10.9 2.2 4.0 11.0 0.0 1.5 4.1 0.0 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 24.4 28.2 1.8 12.8 14.5 7.3 0.0 4.9 4.9 0.0 8.4 LnGrp Delay(d),s/veh 18.3 31.5 38.6 38.3 29.3 31.1 60.4 0.0 32.6 43.9 0.0 37.0 LnGrp LOS B C D D C C E C D D Approach Vol, veh/h 2519 1540 576 444 Approach Delay, s/veh 33.2 30.3 51.5 39.4 Approach LOS C C D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 43.0 9.5 68.0 43.0 21.0 56.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 38.5 5.0 63.5 38.5 16.5 51.5 Max Q Clear Time (g_c+I1), s 40.5 4.7 53.0 25.0 5.5 28.6 Green Ext Time (p_c), s 0.0 0.0 10.3 4.8 0.2 22.1 Intersection Summary HCM 2010 Ctrl Delay 35.0 HCM 2010 LOS C
Baseline Synchro 9 Report Page 2 Queues Background (2021) AM Peak Hour 6: NW 8th Avenue & Foster Road 02/06/2018
Lane Group EBT WBT NBT NBR SBT Lane Group Flow (vph) 480 162 220 45 264 v/c Ratio 0.62 0.22 0.31 0.06 0.37 Control Delay 15.9 9.1 13.0 4.1 13.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 15.9 9.1 13.0 4.1 13.0 Queue Length 50th (ft) 111 26 50 0 59 Queue Length 95th (ft) 198 59 93 15 108 Internal Link Dist (ft) 1190 2000 770 435 Turn Bay Length (ft) 80 Base Capacity (vph) 773 731 711 698 722 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.62 0.22 0.31 0.06 0.37 Intersection Summary
Baseline Synchro 9 Report Page 3 HCM 2010 Signalized Intersection Summary Background (2021) AM Peak Hour 6: NW 8th Avenue & Foster Road 02/06/2018
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 254 164 18 88 42 42 160 41 44 171 28 Future Volume (veh/h) 24 254 164 18 88 42 42 160 41 44 171 28 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1900 1863 1863 1900 1863 1900 Adj Flow Rate, veh/h 26 276 178 20 96 46 46 174 45 48 186 30 Adj No. of Lanes 0 1 0 0 1 0 0 1 1 0 1 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 82 443 272 114 467 204 178 622 673 157 557 82 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow, veh/h 44 1043 641 109 1099 479 248 1464 1583 202 1310 194 Grp Volume(v), veh/h 480 0 0 162 0 0 220 0 45 264 0 0 Grp Sat Flow(s),veh/h/ln 1728 0 0 1688 0 0 1712 0 1583 1705 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 13.1 0.0 0.0 3.5 0.0 0.0 4.6 0.0 1.0 5.8 0.0 0.0 Prop In Lane 0.05 0.37 0.12 0.28 0.21 1.00 0.18 0.11 Lane Grp Cap(c), veh/h 797 0 0 785 0 0 800 0 673 796 0 0 V/C Ratio(X) 0.60 0.00 0.00 0.21 0.00 0.00 0.27 0.00 0.07 0.33 0.00 0.00 Avail Cap(c_a), veh/h 797 0 0 785 0 0 800 0 673 796 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 13.7 0.0 0.0 10.9 0.0 0.0 11.2 0.0 10.2 11.6 0.0 0.0 Incr Delay (d2), s/veh 3.3 0.0 0.0 0.6 0.0 0.0 0.9 0.0 0.2 1.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.0 0.0 0.0 1.8 0.0 0.0 2.5 0.0 0.5 3.2 0.0 0.0 LnGrp Delay(d),s/veh 17.0 0.0 0.0 11.5 0.0 0.0 12.1 0.0 10.4 12.7 0.0 0.0 LnGrp LOS B B B B B Approach Vol, veh/h 480 162 265 264 Approach Delay, s/veh 17.0 11.5 11.8 12.7 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 30.0 30.0 30.0 30.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 25.5 25.5 25.5 Max Q Clear Time (g_c+I1), s 6.6 15.1 7.8 5.5 Green Ext Time (p_c), s 3.0 3.1 3.0 4.3 Intersection Summary HCM 2010 Ctrl Delay 14.1 HCM 2010 LOS B
Baseline Synchro 9 Report Page 4 HCM 2010 TWSC Background (2021) AM Peak Hour 9: NW 8th Avenue & NW 5th Court 02/06/2018
Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 62 22 57 14 5 34 21 294 8 7 255 6 Future Vol, veh/h 62 22 57 14 5 34 21 294 8 7 255 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------110 - - - - 75 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 67 24 62 15 5 37 23 320 9 8 277 7
Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 683 666 277 705 662 324 277 0 0 328 0 0 Stage 1 292 292 - 370 370 ------Stage 2 391 374 - 335 292 ------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 363 380 762 351 382 717 1286 - - 1232 - - Stage 1 716 671 - 650 620 ------Stage 2 633 618 - 679 671 ------Platoon blocked, % - - - - Mov Cap-1 Maneuver 334 370 762 301 372 717 1286 - - 1232 - - Mov Cap-2 Maneuver 334 370 - 301 372 ------Stage 1 703 666 - 638 609 ------Stage 2 584 607 - 597 666 ------
Approach EB WB NB SB HCM Control Delay, s 17.4 13.2 0.5 0.2 HCM LOS C B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1286 - - 441 494 1232 - - HCM Lane V/C Ratio 0.018 - - 0.348 0.117 0.006 - - HCM Control Delay (s) 7.9 - - 17.4 13.2 7.9 0 - HCM Lane LOS A - - C B A A - HCM 95th %tile Q(veh) 0.1 - - 1.5 0.4 0 - -
Baseline Synchro 9 Report Page 5 HCM 2010 TWSC Background (2021) AM Peak Hour 11: NW 8th Avenue & NW 2nd Street 02/06/2018
Intersection Int Delay, s/veh 1.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 28 43 284 70 73 410 Future Vol, veh/h 28 43 284 70 73 410 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 30 47 309 76 79 446
Major/Minor Minor1 Major1 Major2 Conflicting Flow All 951 347 0 0 385 0 Stage 1 347 - - - - - Stage 2 604 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 288 696 - - 1173 - Stage 1 716 - - - - - Stage 2 546 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 262 696 - - 1173 - Mov Cap-2 Maneuver 262 - - - - - Stage 1 716 - - - - - Stage 2 497 - - - - -
Approach WB NB SB HCM Control Delay, s 15.5 0 1.3 HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 421 1173 - HCM Lane V/C Ratio - - 0.183 0.068 - HCM Control Delay (s) - - 15.5 8.3 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 0.7 0.2 -
Baseline Synchro 9 Report Page 6 Queues Background (2021) PM Peak Hour 3: Hallandale Beach Boulevard & NW 8th Avenue 02/06/2018
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 179 2127 68 1873 487 232 58 290 v/c Ratio 0.59 0.80 0.50 0.86 1.03 0.40 0.20 0.50 Control Delay 31.3 26.1 27.9 35.7 88.8 33.3 32.2 29.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.3 26.1 27.9 35.7 88.8 33.3 32.2 29.3 Queue Length 50th (ft) 78 474 20 471 ~207 135 33 143 Queue Length 95th (ft) 155 540 48 539 #316 209 68 231 Internal Link Dist (ft) 1160 1978 336 789 Turn Bay Length (ft) 220 220 190 100 Base Capacity (vph) 304 2653 135 2189 475 586 292 584 Starvation Cap Reductn 0 0 0 0 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 0.59 0.80 0.50 0.86 1.03 0.40 0.20 0.50 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.
Baseline Synchro 9 Report Page 1 HCM 2010 Signalized Intersection Summary Background (2021) PM Peak Hour 3: Hallandale Beach Boulevard & NW 8th Avenue 02/06/2018
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 165 1791 166 63 1689 34 448 181 32 53 113 154 Future Volume (veh/h) 165 1791 166 63 1689 34 448 181 32 53 113 154 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 179 1947 180 68 1836 37 487 197 35 58 123 167 Adj No. of Lanes 1 3 0 1 3 0 2 1 0 1 1 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 330 2498 230 170 2214 45 495 492 87 311 229 311 Arrive On Green 0.14 0.53 0.53 0.04 0.43 0.43 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 1774 4741 436 1774 5131 103 2104 1541 274 1144 717 974 Grp Volume(v), veh/h 179 1389 738 68 1213 660 487 0 232 58 0 290 Grp Sat Flow(s),veh/h/ln 1774 1695 1786 1774 1695 1845 1052 0 1814 1144 0 1691 Q Serve(g_s), s 5.6 39.6 40.1 2.5 38.1 38.2 21.5 0.0 12.0 5.0 0.0 17.0 Cycle Q Clear(g_c), s 5.6 39.6 40.1 2.5 38.1 38.2 38.5 0.0 12.0 17.0 0.0 17.0 Prop In Lane 1.00 0.24 1.00 0.06 1.00 0.15 1.00 0.58 Lane Grp Cap(c), veh/h 330 1787 941 170 1463 796 495 0 580 311 0 540 V/C Ratio(X) 0.54 0.78 0.78 0.40 0.83 0.83 0.98 0.00 0.40 0.19 0.00 0.54 Avail Cap(c_a), veh/h 330 1787 941 170 1463 796 495 0 580 311 0 540 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.6 22.8 23.0 22.7 30.3 30.3 51.9 0.0 32.0 38.6 0.0 33.7 Incr Delay (d2), s/veh 6.2 3.4 6.5 6.9 5.6 9.8 36.4 0.0 2.1 1.3 0.0 3.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 19.2 21.4 1.5 19.0 21.6 10.6 0.0 6.3 1.7 0.0 8.5 LnGrp Delay(d),s/veh 28.8 26.2 29.5 29.6 35.9 40.1 88.4 0.0 34.0 40.0 0.0 37.5 LnGrp LOS C C C C D D F C D D Approach Vol, veh/h 2306 1941 719 348 Approach Delay, s/veh 27.5 37.1 70.9 37.9 Approach LOS C D E D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 43.0 9.5 68.0 43.0 21.0 56.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 38.5 5.0 63.5 38.5 16.5 51.5 Max Q Clear Time (g_c+I1), s 40.5 4.5 42.1 19.0 7.6 40.2 Green Ext Time (p_c), s 0.0 0.0 20.7 6.2 0.3 11.1 Intersection Summary HCM 2010 Ctrl Delay 37.5 HCM 2010 LOS D
Baseline Synchro 9 Report Page 2 Queues Background (2021) PM Peak Hour 6: NW 8th Avenue & Foster Road 02/06/2018
Lane Group EBT WBT NBT NBR SBT Lane Group Flow (vph) 286 249 373 38 275 v/c Ratio 0.37 0.34 0.55 0.05 0.38 Control Delay 10.9 11.7 16.8 4.3 13.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 10.9 11.7 16.8 4.3 13.5 Queue Length 50th (ft) 51 50 96 0 64 Queue Length 95th (ft) 101 96 169 14 115 Internal Link Dist (ft) 1190 2000 770 435 Turn Bay Length (ft) 80 Base Capacity (vph) 765 732 679 694 730 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.37 0.34 0.55 0.05 0.38 Intersection Summary
Baseline Synchro 9 Report Page 3 HCM 2010 Signalized Intersection Summary Background (2021) PM Peak Hour 6: NW 8th Avenue & Foster Road 02/06/2018
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 19 147 97 32 144 52 88 255 35 33 209 11 Future Volume (veh/h) 19 147 97 32 144 52 88 255 35 33 209 11 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1900 1863 1863 1900 1863 1900 Adj Flow Rate, veh/h 21 160 105 35 157 57 96 277 38 36 227 12 Adj No. of Lanes 0 1 0 0 1 0 0 1 1 0 1 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 87 439 268 126 500 166 214 568 673 121 660 33 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow, veh/h 54 1034 631 136 1176 390 326 1335 1583 125 1553 77 Grp Volume(v), veh/h 286 0 0 249 0 0 373 0 38 275 0 0 Grp Sat Flow(s),veh/h/ln 1719 0 0 1702 0 0 1661 0 1583 1755 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 3.2 0.0 0.8 0.0 0.0 0.0 Cycle Q Clear(g_c), s 6.7 0.0 0.0 5.6 0.0 0.0 9.2 0.0 0.8 6.0 0.0 0.0 Prop In Lane 0.07 0.37 0.14 0.23 0.26 1.00 0.13 0.04 Lane Grp Cap(c), veh/h 795 0 0 792 0 0 781 0 673 814 0 0 V/C Ratio(X) 0.36 0.00 0.00 0.31 0.00 0.00 0.48 0.00 0.06 0.34 0.00 0.00 Avail Cap(c_a), veh/h 795 0 0 792 0 0 781 0 673 814 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 11.9 0.0 0.0 11.5 0.0 0.0 12.5 0.0 10.2 11.7 0.0 0.0 Incr Delay (d2), s/veh 1.3 0.0 0.0 1.0 0.0 0.0 2.1 0.0 0.2 1.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 0.0 0.0 2.9 0.0 0.0 4.9 0.0 0.4 3.3 0.0 0.0 LnGrp Delay(d),s/veh 13.1 0.0 0.0 12.6 0.0 0.0 14.5 0.0 10.3 12.8 0.0 0.0 LnGrp LOS B B B B B Approach Vol, veh/h 286 249 411 275 Approach Delay, s/veh 13.1 12.6 14.1 12.8 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 30.0 30.0 30.0 30.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 25.5 25.5 25.5 Max Q Clear Time (g_c+I1), s 11.2 8.7 8.0 7.6 Green Ext Time (p_c), s 3.7 3.1 4.1 3.2 Intersection Summary HCM 2010 Ctrl Delay 13.3 HCM 2010 LOS B
Baseline Synchro 9 Report Page 4 HCM 2010 TWSC Background (2021) PM Peak Hour 9: NW 8th Avenue & NW 5th Court 02/06/2018
Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 7 7 8 3 5 22 389 8 12 317 20 Future Vol, veh/h 13 7 7 8 3 5 22 389 8 12 317 20 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------110 - - - - 75 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 14 8 8 9 3 5 24 423 9 13 345 22
Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 850 850 345 853 846 427 345 0 0 432 0 0 Stage 1 371 371 - 475 475 ------Stage 2 479 479 - 378 371 ------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 280 298 698 279 299 628 1214 - - 1128 - - Stage 1 649 620 - 570 557 ------Stage 2 568 555 - 644 620 ------Platoon blocked, % - - - - Mov Cap-1 Maneuver 268 288 698 263 289 628 1214 - - 1128 - - Mov Cap-2 Maneuver 268 288 - 263 289 ------Stage 1 636 611 - 559 546 ------Stage 2 549 544 - 620 611 ------
Approach EB WB NB SB HCM Control Delay, s 17.1 16.6 0.4 0.3 HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1214 - - 326 328 1128 - - HCM Lane V/C Ratio 0.02 - - 0.09 0.053 0.012 - - HCM Control Delay (s) 8 - - 17.1 16.6 8.2 0 - HCM Lane LOS A - - C C A A - HCM 95th %tile Q(veh) 0.1 - - 0.3 0.2 0 - -
Baseline Synchro 9 Report Page 5 HCM 2010 TWSC Background (2021) PM Peak Hour 11: NW 8th Avenue & NW 2nd Street 02/06/2018
Intersection Int Delay, s/veh 3.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 65 108 306 24 19 270 Future Vol, veh/h 65 108 306 24 19 270 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 71 117 333 26 21 293
Major/Minor Minor1 Major1 Major2 Conflicting Flow All 681 346 0 0 359 0 Stage 1 346 - - - - - Stage 2 335 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 416 697 - - 1200 - Stage 1 716 - - - - - Stage 2 725 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 407 697 - - 1200 - Mov Cap-2 Maneuver 407 - - - - - Stage 1 716 - - - - - Stage 2 710 - - - - -
Approach WB NB SB HCM Control Delay, s 14.9 0 0.5 HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 550 1200 - HCM Lane V/C Ratio - - 0.342 0.017 - HCM Control Delay (s) - - 14.9 8.1 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 1.5 0.1 -
Baseline Synchro 9 Report Page 6 Queues Future (2021) AM Peak Hour 3: Hallandale Beach Boulevard & NW 8th Avenue 06/08/2018
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 124 2402 72 1470 392 184 161 306 v/c Ratio 0.46 0.93 0.50 0.64 0.83 0.31 0.47 0.51 Control Delay 19.0 35.1 26.8 27.0 53.1 29.5 39.1 33.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.0 35.1 26.8 27.0 53.1 29.5 39.1 33.8 Queue Length 50th (ft) 39 609 22 314 143 98 98 166 Queue Length 95th (ft) 86 692 51 366 #228 159 176 269 Internal Link Dist (ft) 1160 1978 336 789 Turn Bay Length (ft) 220 220 190 100 Base Capacity (vph) 268 2576 143 2293 475 601 346 596 Starvation Cap Reductn 0 0 0 0 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 0.46 0.93 0.50 0.64 0.83 0.31 0.47 0.51 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
Baseline Synchro 9 Report Page 1 HCM 2010 Signalized Intersection Summary Future (2021) AM Peak Hour 3: Hallandale Beach Boulevard & NW 8th Avenue 06/08/2018
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 114 1978 232 66 1339 14 361 132 38 148 155 127 Future Volume (veh/h) 114 1978 232 66 1339 14 361 132 38 148 155 127 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 124 2150 252 72 1455 15 392 143 41 161 168 138 Adj No. of Lanes 1 3 0 1 3 0 2 1 0 1 1 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 335 2370 274 152 2344 24 503 458 131 362 312 256 Arrive On Green 0.11 0.51 0.51 0.05 0.45 0.45 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 1774 4625 534 1774 5190 54 2074 1393 399 1195 947 778 Grp Volume(v), veh/h 124 1567 835 72 950 520 392 0 184 161 0 306 Grp Sat Flow(s),veh/h/ln 1774 1695 1769 1774 1695 1853 1037 0 1792 1195 0 1725 Q Serve(g_s), s 3.8 50.3 52.3 2.6 25.6 25.6 22.1 0.0 9.2 14.0 0.0 17.4 Cycle Q Clear(g_c), s 3.8 50.3 52.3 2.6 25.6 25.6 39.5 0.0 9.2 23.2 0.0 17.4 Prop In Lane 1.00 0.30 1.00 0.03 1.00 0.22 1.00 0.45 Lane Grp Cap(c), veh/h 335 1737 906 152 1531 837 503 0 590 362 0 568 V/C Ratio(X) 0.37 0.90 0.92 0.47 0.62 0.62 0.78 0.00 0.31 0.45 0.00 0.54 Avail Cap(c_a), veh/h 335 1737 906 152 1531 837 503 0 590 362 0 568 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.5 26.5 27.0 27.3 25.1 25.1 49.2 0.0 30.1 38.8 0.0 32.8 Incr Delay (d2), s/veh 3.1 8.1 16.0 10.2 1.9 3.4 11.4 0.0 1.4 3.9 0.0 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 25.2 29.3 1.7 12.4 13.9 7.3 0.0 4.8 5.0 0.0 8.8 LnGrp Delay(d),s/veh 19.6 34.6 43.0 37.5 27.0 28.5 60.6 0.0 31.5 42.7 0.0 36.5 LnGrp LOS B C D D C C E C D D Approach Vol, veh/h 2526 1542 576 467 Approach Delay, s/veh 36.6 28.0 51.3 38.6 Approach LOS D C D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 44.0 10.0 66.0 44.0 17.3 58.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 39.5 5.5 61.5 39.5 12.8 54.2 Max Q Clear Time (g_c+I1), s 41.5 4.6 54.3 25.2 5.8 27.6 Green Ext Time (p_c), s 0.0 0.0 7.1 5.1 0.2 25.5 Intersection Summary HCM 2010 Ctrl Delay 35.9 HCM 2010 LOS D
Baseline Synchro 9 Report Page 2 Queues Future (2021) AM Peak Hour 6: NW 8th Avenue & Foster Road 06/08/2018
Lane Group EBT WBT NBT NBR SBT Lane Group Flow (vph) 481 163 235 48 268 v/c Ratio 0.62 0.22 0.33 0.07 0.37 Control Delay 15.9 9.1 10.9 1.9 13.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 15.9 9.1 10.9 1.9 13.1 Queue Length 50th (ft) 111 26 56 0 60 Queue Length 95th (ft) 199 59 91 m7 110 Internal Link Dist (ft) 1190 2000 770 435 Turn Bay Length (ft) 80 Base Capacity (vph) 773 728 710 700 721 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.62 0.22 0.33 0.07 0.37 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.
Baseline Synchro 9 Report Page 3 HCM 2010 Signalized Intersection Summary Future (2021) AM Peak Hour 6: NW 8th Avenue & Foster Road 06/08/2018
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 254 165 19 88 42 45 171 44 44 175 28 Future Volume (veh/h) 24 254 165 19 88 42 45 171 44 44 175 28 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1900 1863 1863 1900 1863 1900 Adj Flow Rate, veh/h 26 276 179 21 96 46 49 186 48 48 190 30 Adj No. of Lanes 0 1 0 0 1 0 0 1 1 0 1 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 82 442 273 117 465 202 178 622 673 155 560 81 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow, veh/h 44 1041 643 117 1093 476 247 1465 1583 197 1317 191 Grp Volume(v), veh/h 481 0 0 163 0 0 235 0 48 268 0 0 Grp Sat Flow(s),veh/h/ln 1727 0 0 1686 0 0 1712 0 1583 1705 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 0.0 0.0 Cycle Q Clear(g_c), s 13.1 0.0 0.0 3.5 0.0 0.0 5.0 0.0 1.1 5.9 0.0 0.0 Prop In Lane 0.05 0.37 0.13 0.28 0.21 1.00 0.18 0.11 Lane Grp Cap(c), veh/h 797 0 0 784 0 0 800 0 673 795 0 0 V/C Ratio(X) 0.60 0.00 0.00 0.21 0.00 0.00 0.29 0.00 0.07 0.34 0.00 0.00 Avail Cap(c_a), veh/h 797 0 0 784 0 0 800 0 673 795 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 13.7 0.0 0.0 10.9 0.0 0.0 11.4 0.0 10.2 11.6 0.0 0.0 Incr Delay (d2), s/veh 3.4 0.0 0.0 0.6 0.0 0.0 0.9 0.0 0.2 1.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.0 0.0 0.0 1.8 0.0 0.0 2.8 0.0 0.5 3.2 0.0 0.0 LnGrp Delay(d),s/veh 17.1 0.0 0.0 11.5 0.0 0.0 12.3 0.0 10.4 12.8 0.0 0.0 LnGrp LOS B B B B B Approach Vol, veh/h 481 163 283 268 Approach Delay, s/veh 17.1 11.5 12.0 12.8 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 30.0 30.0 30.0 30.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 25.5 25.5 25.5 Max Q Clear Time (g_c+I1), s 7.0 15.1 7.9 5.5 Green Ext Time (p_c), s 3.1 3.1 3.1 4.3 Intersection Summary HCM 2010 Ctrl Delay 14.1 HCM 2010 LOS B
Baseline Synchro 9 Report Page 4 HCM 2010 TWSC Future (2021) AM Peak Hour 9: NW 8th Avenue & NW 5th Court 06/08/2018
Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 62 22 57 14 5 34 21 310 8 7 261 6 Future Vol, veh/h 62 22 57 14 5 34 21 310 8 7 261 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------110 - - - - 75 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 67 24 62 15 5 37 23 337 9 8 284 7
Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 707 690 284 729 686 341 284 0 0 346 0 0 Stage 1 299 299 - 387 387 ------Stage 2 408 391 - 342 299 ------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 350 368 755 338 370 701 1278 - - 1213 - - Stage 1 710 666 - 637 610 ------Stage 2 620 607 - 673 666 ------Platoon blocked, % - - - - Mov Cap-1 Maneuver 321 358 755 289 360 701 1278 - - 1213 - - Mov Cap-2 Maneuver 321 358 - 289 360 ------Stage 1 697 661 - 626 599 ------Stage 2 572 596 - 591 661 ------
Approach EB WB NB SB HCM Control Delay, s 18.1 13.6 0.5 0.2 HCM LOS C B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1278 - - 427 478 1213 - - HCM Lane V/C Ratio 0.018 - - 0.359 0.121 0.006 - - HCM Control Delay (s) 7.9 - - 18.1 13.6 8 0 - HCM Lane LOS A - - C B A A - HCM 95th %tile Q(veh) 0.1 - - 1.6 0.4 0 - -
Baseline Synchro 9 Report Page 5 HCM 2010 TWSC Future (2021) AM Peak Hour 11: NW 8th Avenue & NW 2nd Street 06/08/2018
Intersection Int Delay, s/veh 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 31 44 291 71 76 429 Future Vol, veh/h 31 44 291 71 76 429 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 34 48 316 77 83 466
Major/Minor Minor1 Major1 Major2 Conflicting Flow All 987 355 0 0 393 0 Stage 1 355 - - - - - Stage 2 632 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 274 689 - - 1166 - Stage 1 710 - - - - - Stage 2 530 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 248 689 - - 1166 - Mov Cap-2 Maneuver 248 - - - - - Stage 1 710 - - - - - Stage 2 479 - - - - -
Approach WB NB SB HCM Control Delay, s 16.4 0 1.3 HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 397 1166 - HCM Lane V/C Ratio - - 0.205 0.071 - HCM Control Delay (s) - - 16.4 8.3 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 0.8 0.2 -
Baseline Synchro 9 Report Page 6 Queues Future Total (2021) PM Peak Hour 3: Hallandale Beach Boulevard & NW 8th Avenue 06/08/2018
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 197 2127 68 1878 487 232 61 301 v/c Ratio 0.65 0.80 0.50 0.86 1.06 0.40 0.21 0.51 Control Delay 35.6 26.1 27.9 35.8 99.8 33.3 32.4 29.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.6 26.1 27.9 35.8 99.8 33.3 32.4 29.5 Queue Length 50th (ft) 93 474 20 473 ~214 135 35 149 Queue Length 95th (ft) 175 540 48 542 #323 209 72 238 Internal Link Dist (ft) 1160 1978 336 789 Turn Bay Length (ft) 220 220 190 100 Base Capacity (vph) 304 2653 135 2189 458 586 292 585 Starvation Cap Reductn 0 0 0 0 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 0.65 0.80 0.50 0.86 1.06 0.40 0.21 0.51 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.
Baseline Synchro 9 Report Page 1 HCM 2010 Signalized Intersection Summary Future Total (2021) PM Peak Hour 3: Hallandale Beach Boulevard & NW 8th Avenue 06/08/2018
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 181 1791 166 63 1689 39 448 181 32 56 113 164 Future Volume (veh/h) 181 1791 166 63 1689 39 448 181 32 56 113 164 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 197 1947 180 68 1836 42 487 197 35 61 123 178 Adj No. of Lanes 1 3 0 1 3 0 2 1 0 1 1 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 330 2498 230 170 2207 50 477 492 87 311 220 319 Arrive On Green 0.14 0.53 0.53 0.04 0.43 0.43 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 1774 4741 436 1774 5115 117 2083 1541 274 1144 689 997 Grp Volume(v), veh/h 197 1389 738 68 1216 662 487 0 232 61 0 301 Grp Sat Flow(s),veh/h/ln 1774 1695 1786 1774 1695 1842 1042 0 1814 1144 0 1687 Q Serve(g_s), s 6.3 39.6 40.1 2.5 38.3 38.4 20.7 0.0 12.0 5.3 0.0 17.8 Cycle Q Clear(g_c), s 6.3 39.6 40.1 2.5 38.3 38.4 38.5 0.0 12.0 17.3 0.0 17.8 Prop In Lane 1.00 0.24 1.00 0.06 1.00 0.15 1.00 0.59 Lane Grp Cap(c), veh/h 330 1787 941 170 1463 795 477 0 580 311 0 539 V/C Ratio(X) 0.60 0.78 0.78 0.40 0.83 0.83 1.02 0.00 0.40 0.20 0.00 0.56 Avail Cap(c_a), veh/h 330 1787 941 170 1463 795 477 0 580 311 0 539 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.2 22.8 23.0 22.7 30.4 30.4 52.5 0.0 32.0 38.7 0.0 34.0 Incr Delay (d2), s/veh 7.8 3.4 6.5 6.9 5.6 9.9 46.5 0.0 2.1 1.4 0.0 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.7 19.2 21.4 1.5 19.1 21.7 11.0 0.0 6.3 1.8 0.0 8.9 LnGrp Delay(d),s/veh 30.9 26.2 29.5 29.6 36.0 40.3 99.0 0.0 34.0 40.2 0.0 38.1 LnGrp LOS C C C C D D F C D D Approach Vol, veh/h 2324 1946 719 362 Approach Delay, s/veh 27.7 37.2 78.0 38.4 Approach LOS C D E D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 43.0 9.5 68.0 43.0 21.0 56.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 38.5 5.0 63.5 38.5 16.5 51.5 Max Q Clear Time (g_c+I1), s 40.5 4.5 42.1 19.8 8.3 40.4 Green Ext Time (p_c), s 0.0 0.0 20.7 6.2 0.3 10.9 Intersection Summary HCM 2010 Ctrl Delay 38.7 HCM 2010 LOS D
Baseline Synchro 9 Report Page 2 Queues Future Total (2021) PM Peak Hour 6: NW 8th Avenue & Foster Road 06/08/2018
Lane Group EBT WBT NBT NBR SBT Lane Group Flow (vph) 290 252 383 40 287 v/c Ratio 0.38 0.35 0.56 0.06 0.39 Control Delay 10.9 11.8 17.1 4.2 13.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 10.9 11.8 17.1 4.2 13.7 Queue Length 50th (ft) 52 50 100 0 67 Queue Length 95th (ft) 103 98 175 14 120 Internal Link Dist (ft) 1190 2000 770 435 Turn Bay Length (ft) 80 Base Capacity (vph) 765 727 679 695 731 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.38 0.35 0.56 0.06 0.39 Intersection Summary
Baseline Synchro 9 Report Page 3 HCM 2010 Signalized Intersection Summary Future Total (2021) PM Peak Hour 6: NW 8th Avenue & Foster Road 06/08/2018
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 19 147 100 35 144 52 90 262 37 33 220 11 Future Volume (veh/h) 19 147 100 35 144 52 90 262 37 33 220 11 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1900 1863 1863 1900 1863 1900 Adj Flow Rate, veh/h 21 160 109 38 157 57 98 285 40 36 239 12 Adj No. of Lanes 0 1 0 0 1 0 0 1 1 0 1 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 87 433 274 133 492 163 214 567 673 117 667 31 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow, veh/h 53 1018 645 151 1159 383 326 1334 1583 117 1569 74 Grp Volume(v), veh/h 290 0 0 252 0 0 383 0 40 287 0 0 Grp Sat Flow(s),veh/h/ln 1717 0 0 1692 0 0 1660 0 1583 1759 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 3.2 0.0 0.9 0.0 0.0 0.0 Cycle Q Clear(g_c), s 6.9 0.0 0.0 5.6 0.0 0.0 9.5 0.0 0.9 6.3 0.0 0.0 Prop In Lane 0.07 0.38 0.15 0.23 0.26 1.00 0.13 0.04 Lane Grp Cap(c), veh/h 794 0 0 788 0 0 781 0 673 815 0 0 V/C Ratio(X) 0.37 0.00 0.00 0.32 0.00 0.00 0.49 0.00 0.06 0.35 0.00 0.00 Avail Cap(c_a), veh/h 794 0 0 788 0 0 781 0 673 815 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 11.9 0.0 0.0 11.5 0.0 0.0 12.5 0.0 10.2 11.7 0.0 0.0 Incr Delay (d2), s/veh 1.3 0.0 0.0 1.1 0.0 0.0 2.2 0.0 0.2 1.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 0.0 0.0 3.0 0.0 0.0 5.1 0.0 0.4 3.5 0.0 0.0 LnGrp Delay(d),s/veh 13.2 0.0 0.0 12.6 0.0 0.0 14.7 0.0 10.3 12.9 0.0 0.0 LnGrp LOS B B B B B Approach Vol, veh/h 290 252 423 287 Approach Delay, s/veh 13.2 12.6 14.3 12.9 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 30.0 30.0 30.0 30.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 25.5 25.5 25.5 Max Q Clear Time (g_c+I1), s 11.5 8.9 8.3 7.6 Green Ext Time (p_c), s 3.8 3.2 4.2 3.3 Intersection Summary HCM 2010 Ctrl Delay 13.4 HCM 2010 LOS B
Baseline Synchro 9 Report Page 4 HCM 2010 TWSC Future Total (2021) PM Peak Hour 9: NW 8th Avenue & NW 5th Court 06/08/2018
Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 7 7 8 3 5 22 408 8 12 333 20 Future Vol, veh/h 13 7 7 8 3 5 22 408 8 12 333 20 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------110 - - - - 75 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 14 8 8 9 3 5 24 443 9 13 362 22
Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 888 888 362 892 884 448 362 0 0 452 0 0 Stage 1 388 388 - 496 496 ------Stage 2 500 500 - 396 388 ------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 264 283 683 263 284 611 1197 - - 1109 - - Stage 1 636 609 - 556 545 ------Stage 2 553 543 - 629 609 ------Platoon blocked, % - - - - Mov Cap-1 Maneuver 252 273 683 248 274 611 1197 - - 1109 - - Mov Cap-2 Maneuver 252 273 - 248 274 ------Stage 1 623 600 - 545 534 ------Stage 2 534 532 - 605 600 ------
Approach EB WB NB SB HCM Control Delay, s 17.9 17.3 0.4 0.3 HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1197 - - 309 311 1109 - - HCM Lane V/C Ratio 0.02 - - 0.095 0.056 0.012 - - HCM Control Delay (s) 8.1 - - 17.9 17.3 8.3 0 - HCM Lane LOS A - - C C A A - HCM 95th %tile Q(veh) 0.1 - - 0.3 0.2 0 - -
Baseline Synchro 9 Report Page 5 HCM 2010 TWSC Future Total (2021) PM Peak Hour 11: NW 8th Avenue & NW 2nd Street 06/08/2018
Intersection Int Delay, s/veh 3.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 67 111 325 27 21 282 Future Vol, veh/h 67 111 325 27 21 282 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 73 121 353 29 23 307
Major/Minor Minor1 Major1 Major2 Conflicting Flow All 720 368 0 0 383 0 Stage 1 368 - - - - - Stage 2 352 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 395 677 - - 1175 - Stage 1 700 - - - - - Stage 2 712 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 386 677 - - 1175 - Mov Cap-2 Maneuver 386 - - - - - Stage 1 700 - - - - - Stage 2 695 - - - - -
Approach WB NB SB HCM Control Delay, s 15.7 0 0.6 HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 527 1175 - HCM Lane V/C Ratio - - 0.367 0.019 - HCM Control Delay (s) - - 15.7 8.1 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 1.7 0.1 -
Baseline Synchro 9 Report Page 6