HomeMy WebLinkAboutSubmittal - Richard Alayon - Traffic Study for Blue Lagoon•
•
Submitted into the public
recSE�r
on City Clerk
INTERSECTION TRAFFIC STUDY
NW 7t1' Street/Blue Lagoon Drive
Final
Prepared For:
BLUE LAGOON CONDOMINIUM ASSOCIATION
Prepared By:
R.J. Behar & Company, Ine.
July 5, 2018
44sc�-S�+�I 2����I AI�y�=raAC- 5W4 ;xp)ik)euy00,
TRAFFIC STUDY
Table of Contents •
EXECUTIVESUMMARY.......................................................................................................................... 5
1.
INTRODUCTION................................................................................................................................
6
2.
OBJECTIVE.........................................................................................................................................
6
3.
PURPOSE.............................................................................................................................................6
Table 6: With Proposed Project - Access NW 7`h ST.(AM)....................................................................
4.
METHODOLOGY...............................................................................................................................
6
5.
EXISTING CONDITIONSS................................................................................................................ 6
6.
FIELD REVIEW................................................................................................................................... 8
7.
TRAFIC DATA COLLECTION..........................................................................................................
9
8.
TRIP GENERATION ANALYSIS....................................................................................................10
9.
OPERATIONAL ANALYSIS............................................................................................................12
Table 14: Projected Volume during AM Peak Period (Vph) for the Scenario 2 (Access via NW 7°i St. only)
10.
TRAFFIC PROJECTIONS.............................................................................................................15
Table 15: Projected Volume during PM Peak Period (Vph) for the Scenario 2 (Access via NW 7`h St. only)
11.
FUTURE OPERATIONAL ANALYSIS.......................................................................................17
12.
FINDINGS / CONCLUSION.........................................................................................................
23
is
LIST OF TABLES
Table 1: Vehicular Turning Movements — AM Peak Hour Data.................................................................. 9
Table 2: Vehicular Turning Movements - PM Peak Hour Data...................................................................
9
Table 3: Vehicular Trip Generation for the 713L Project............................................................................11
Table 4: Existing Conditions (AM)............................................................................................................12
Table 5: Existing Conditions(PM).............................................................................................................13
Table 6: With Proposed Project - Access NW 7`h ST.(AM)....................................................................
13
Table 7: With Proposed Project - Access NW 7°i ST.(PM)......................................................................14
Table 8: With Proposed Project - Access NW 7'h ST & NW 47`h Ave.(AM)............................................14
Table 9: With Proposed Project - Access NW 7`h ST & NW 47`hAve. (PM).............................................15
Table 10: 2040 Daily Traffic Projections(LRTP)......................................................................................15
Table 11: Projected 2023 Average Daily Volumes along NW 7'h Street ....................................................
16
Table 12: Existing Volumes Projected to the Year 2023 during AM Peak Period (Vph) ..........................16
Table 13: Existing Volumes Projected to the Year 2023 during PM Peak Period (Vph)..........................
16
Table 14: Projected Volume during AM Peak Period (Vph) for the Scenario 2 (Access via NW 7°i St. only)
....................................................................................................................................................................17
Table 15: Projected Volume during PM Peak Period (Vph) for the Scenario 2 (Access via NW 7`h St. only)
....................................................................................................................................................................
17
Page ii •
SW 7`h Street/Blue Lagoon Drive, Miami -Dade County
Submitted into the public
record for item(s) PZ.8
on 10/25/18 City Clerk
Submitted into the public
record for item(s) PZ.8
on 10/25/18, City Clerk
TRAFFIC STUDY
•
Table 16: Projected Volume during AM Peak Period (Vph) for the Scenario 3 (Access via NW 7"' St.
& 47"'
Ave.)............................................................................ ...............................................................................17
Table 17: Projected Volume during PM Peak Period (Vph) for the Scenario 3 (Access via NW 7"' St.
& 47`h
Ave.)...........................................................................................................................................................17
Table 18: Projected year 2023 Volumes (Vph)(AM)................................................................................18
Table 19: Projected year 2023 Volumes (Vph)(PM).................................................................................18
Table 20: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) —Access NW 7'h
ST.
(AM)...........................................................................................................................................................19
Table 21: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) —Access NW 7`h
ST.
(PM)............................................................................................................................................................19
Table 22: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) - Access NW 7t"
ST &
NW47th Ave.(AM)................................................................................................................................... 20
Table 23: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) - Access NW 7`h
ST &
NW47`h Ave.(PM)..................................................................................................................................... 20
Table 24: Vehicular Traffic Volumes Comparison....................................................................................
23
Table 25: Vehicular Delay Comparison.....................................................................................................
23
Table 26: Level of Service (LOS) Comparison..........................................................................................
24
LIST OF FIGURES
• Figure 1: Location Map. Source: google maps............................................................................................. 7
Figure 2: Location Map. Source: google maps............................................................................................. 8
Figure 3: Illustration of the Existing Turning Volumes. Source: google maps..........................................10
Figure 4. Case 1 (NW 7`h St. only) Ingress/Egress % Trip Distribution.................................................... 11
Figure 5. Case 2 (NW 7`h St. & via 47"' Ave.) Ingress/Egress % Trip Distribution ................................... 12
LIST OF APPENDICES
Appendix A - Existing Conditions TMC Counts
Appendix B - ITE Trip Generation
Appendix C - LOS Analysis Reports
• SW 7`h Street/Blue Lagoon Drive, Miami -Dade Count Page iii
g Y g
Submitted into the public
record for item(s) PZ.8
on 10 25 18 City Clerk
TRAFFIC STUDY
•
Professional Engineer's Certification
I, Rafael E. De Arazoza, P.E., certify that I currently hold an active Professional Engineer's License
in the State of Florida and I am competent through education and experience to provide engineering
services in the civil and traffic engineering disciplines contained in this report. I further certify that
this report was prepared by me or under my responsible charge as defined in Chapter 61G15-18.001
F.A.C. and that all statements, conclusions and recommendations made herein are true and correct to
the best of my knowledge and ability.
Project Description: Traffic Study for the Blue Lagoon Condominium Association. Tasks: Trip
Generation, Intersection Existing Conditions Data Collection/Analysis and Roadway Segment
Analysis, with and without proposed project.
Location: NW 7'h Street/Blue Lagoon Drive, Miami -Dade County
Rafael E
De
Arazoza
Digitally signed
by Rafael E De
Arazoza
Date: 2018.07.05
11:40:20 -04'00'
Rafael E. De Arazoza, P.E., PTOE
P.E. No.24487
R.J. Behar & Company
6861 SW 196`h Avenue, Suite 302
Pembroke Pines, Fl 33332
Certificate of Authorization No. 00008365
SW 7`h Street/Blue Lagoon Drive, Miami -Dade County Page iv is
Submitted into the public
record for item(s) PZ.8
on 10/25/18, City Clerk
0 EXECUTIVE SUMNIARY
INTRODUCTION
TRAFFIC STUDY
The Blue Lagoon Condominium Association (BLCA) is concerned with regards to potential negative
impacts to NW 7`h Street and other roadways within the immediate surrounding area, as the result of
the vehicular traffic generated by the proposed land development project titled "7 at Blue Lagoon"
(713L). Furthermore, it is well-known that significant increase in vehicular traffic has the potential of
diminishing the quality of life of adjacent residential communities.
The 7BL project is bounded by the Blue Lagoon to the north, 4705 NW 7`h Street to the east, 5091
NW 7`h Street to the west and by the NW 7`h Street to the south. The project consists of 888
apartment units and 294 hotel rooms, as show on page A1.00 of the Rezoning Plans Project Data,
dated March 5, 2018. According to the proposed rezoning plans, it appears that the only means of
ingress/egress to/from the proposed project is via NW 7th Street.
OBJECTIVE
The objective is to determine the amount of vehicular traffic generated by the proposed 7BL project
and determine the resulting impacts on roadway capacity and Level -of -Service (LOS) on the
• easement over the 7BL property leading to the BLCA property (named Blue Lagoon Airport Drive
and demarcated in the plat on PB 153, Page 27 of the Public Record of Miami -Dade County, Florida)
as well as NW 7`h Street. This analysis will not entail the customary more detailed and
comprehensive Traffic Impact Study (TIS). TISs are generally performed by the applicant's traffic
engineer during the subsequent project site development phase.
PURPOSE
The purpose of this task order is to perform a Traffic Study to evaluate the impact of the proposed
713L project to the Blue Lagoon Airport Drive (hereafter referred to as Blue Lagoon Drive) access
roadway intersection with NW 7`h Street.
FINDINGS/CONCLUSION
Based on the analyses of the intersection of NW 7th Street/Blue Lagoon Drive and the roadway
segment of NW 7`h Street near Blue Lagoon Drive, including the field reviews, trip generation -
distribution and traffic data collection, it is concluded that vehicular traffic generated by the proposed
713L Project will result in significant negative impacts in terms of roadway LOS and substantially
increased vehicular delays.
Refer to Tables 24, 25 & 26 on pages 23 & 24 for details.
SW 7'h Street/Blue Lagoon Drive, Miami -Dade County Pae 5
g g
Submitted into the public
record for item(s) PZ.8
on 10/25/18 City Clerk
1. INTRODUC'T'ION
TRAFFIC STUDY
The BLCA is concerned with regards to potential negative impacts to NW 7`h Street and other
roadways within the immediate surrounding area, as the result of the vehicular traffic generated by
the proposed land development project titled "7 at Blue Lagoon" (713L). Furthermore, it is well-
known that significant increase in vehicular traffic has the potential of diminishing the quality of life
of adjacent residential communities.
The 713L project is bounded by the Blue Lagoon to the north, 4705 NW 7`h Street to the east, 5091
NW 7`h Street to the west and by the NW 7`h Street to the south. The project consists of 888
apartment units and 294 hotel rooms as show on page A1.00 of the Rezoning Plans Project Data,
dated March 5`h, 2018. According to the proposed rezoning plans, it appears that the only means of
ingress/egress to/from the proposed project is via NW 7`h Street.
2. OBJECTIVE
•
The objective is to determine the amount of vehicular traffic generated by the proposed 713L project
and determine the resulting impacts on roadway capacity and LOS on the easement over the 713L
property leading to the BLCA property (named Blue Lagoon Airport Drive and demarcated in the
plat on PB 153 Page 27 of the Public Record of Miami -Dade County, Florida) as well as NW 7`h
Street. This analysis will not entail the customary more detailed and comprehensive traffic impact •
study (TIS). TISs are generally performed by the applicant's traffic engineer during the subsequent
project site development phase.
3. PURPOSE
The purpose of this task order is to perform a Traffic Study to evaluate the impact of the proposed
713L project to the Blue Lagoon Airport Drive (hereafter referred to as Blue Lagoon Drive) access
roadway intersection with NW 7`h Street.
4. METHODOLOGY
The methodology used to perform this study consisted of a field review of the location during the
morning and afternoon peak hour periods, reviewing the collected traffic count data, determining the
vehicular trip generation by the proposed 7BL project and evaluating of the LOS of the intersection
with and without the project.
5. EXISTING CONDITIONS
NW 7th Street is a two-way, four lane undivided roadway, which runs west to east within the area of
study. This roadway is functionally classified as Minor Arterial and has a posted speed limit of 40
SW 7`h Street/Blue Lagoon Drive, Miami -Dade County Page 6 •
Submitted into the public
record for item(s) PZ -8
on 10/25/18 City Clerk
RAFFIC STUDY
• mph. Blue Lagoon Drive is a two-way, two lane undivided roadway, which runs north to south
within the area forming a T -Intersection with NW 7`h Street. The intersection is a signalized on the
eastbound, westbound and southbound directions of travel. There are sidewalks located on the north
and south side of NW 7`h Street and pedestrian crosswalks to cross north and south. An aerial map
showing the location of the intersection of study is presented at Figure 1 and Figure 2.
C7
Figure 1: Location Map. Source: Google maps
•`h
SW 7Street/Blue Lagoon Drive, Miami -Dade County Page 7
Submitted into the public
record for item(s) PZ.8
on 10 25 18 City Clerk
TRAFFIC STUDY
Figure 2: Location Map. Source: Google maps
6. FIELD REVIEW
AM and PM peak hour field observations of the study intersections were performed on Tuesday, June
19, 2018. Conclusions from the field observations are included below:
General Observations:
• During morning peak hour observations, the drivers in the left lane coming from eastbound
NW 7`h Street to Blue Lagoon Drive experienced delays. On more than one occasion, it took
more than one signal cycle to clear the queue.
• The pedestrian crossing time is adequate and pavement crossing marks are in good condition.
• On more than one occasion in the morning period, long vehicular queues were observed on
Blue Lagoon Drive north of NW 7`h Street with the associated long delays.
• Right turn movements from Blue Lagoon Drive to NW 7`h Street during the red signal phase
were generally significantly delayed by lack of adequate gaps from westbound vehicles on
NW 7`h Street.
•
•
• A significant number of pedestrians, especially during the peak hour (7:45am and 5:00 pm),
were observed walking to enter/exit from Blue Lagoon Drive. Also, Blue Lagoon Drive does
not have sidewalks for pedestrians; therefore, the pedestrians are sharing the lane with
vehicles.
SW 7`h Street/Blue Lagoon Drive, Miami -Dade County Page 8 •
•
•
Submitted into the public
record for item(s) PZ -8
on 10/25/18, City Clerk
AM Peak Hour Period (7:00-9:00):
TRAFFIC STUDY
• Most of the time, the eastbound and westbound through movements (NW 7th Street) traffic
flow were generally consistent and no significant delays were observed.
• Starting at 7:45 am, southbound traffic on Blue Lagoon Drive became heavier and longer
vehicular queues developed and on more than one occasion it took more than one signal cycle
to clear.
• Most of the traffic comes from the west with the highest number of vehicles at 8:30 am.
PM Peak Hour Period (4:00-6:00):
• Most of the -traffic comes from the east and has the highest number of vehicles at 5:45 pm.
• A significant increase in vehicles was observed entering Blue Lagoon Drive from NW 7th
Street.
7. TRAFIC DATA COLLECTION
Vehicular Turning Movement Counts (TMCs) summarized by fifteen -minute intervals were collected
for two hours during the morning peak hour period (7:00 am to 9:00 am) and afternoon peak hour
period (4:00 to 6:00 pm) at the intersection of NW 7th Street and Blue Lagoon Drive. The data can be
found in Appendix A. TMCs are shown in Tables 1 and 2. Figure 3 below provides a graphic
illustration of the existing peak hour turning volumes.
Table l: Vehicular Turning Movements — AM Peak Hour Data
Peak
From the North
From the East
From the South
From the West
Hour
Right
Thru
Left
Peds
Right «
Right
Thru
Left
Peds
Right
Thru
Left
Peds
,Right
Thru
Left
Peds
Right,
Thru
Left
Peds
7:45:AM
74
0
66
12
15
950
0
19
0
0
0
2
0
1167
24
10
- 8:30 AM
Table 2: Vehicular Turning Movements - PM Peak Hour Data
Peak Hour
From the North
From the East
From the South
From the West
Right
Thru
Left
Peds
Right «
Thru
Left
Peds
Right
Thru
Left
Peds
Right
Thru
Left;
Peds
05:00 PM -
36
0
30
4
59
1235
0
16
0
0
0
4
0
1098
76
1
5:45 PM
0 SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 9
Submitted into the public
record for item(s) PZ -8
on 10/25/18 City Clerk
TRAFFIC STUDY
Figure 3: Illustration of the Existing Turning Volumes. Source: Google maps
8. TRIP GENERATION ANALYSIS
To determine the trips that will be generated by the proposed residential and hotel facilities (713L
Project), the ITE Trip Generation Manual (91h edition) was used. A summary of the analysis is shown
below.
• The 713L Project consists of 888 high rise apartment units and 294 hotel rooms.
• High Rise Apartment (ITE Code 222) and Hotel (ITE Code 310) were used in the analysis.
• Hotel (ITE Code 310) was used in the analysis.
• Table 3 depicts the result of the vehicle trip generation analysis.
• The trip generation formulas used are shown below in Table 3.
• Two Case scenarios were analyzed. Case 1 assumes access to/from NW 7`h Street only. Case
2 assumes access to/from NW 7`h Street and via NW 47`h Avenue.
• Generated traffic volumes were distributed to NW 7`h Street based on the % from the
collected existing traffic counts, engineering judgment and local knowledge.
• The trip distribution for ingress/egress for Case 1 and Case 2 scenarios are shown in Figures 4
and 5.
•
SW 7`h Street/Blue Lagoon Drive, Miami -Dade County Page 10 0
•
L
Submitted into the public
record for item(s) PZ -8
on 10/25/1 City Clerk
TRAFFIC STUDY
Table 3: Vehicular Trip Generation for the 713L Project
ITE Code / Formulas:
LUC 222 Dwelling units (DUs): Daily formula: Ln (T) = 0.83 Ln(X) + 2.50
LUC 222 DUs: AM Peak --hour of adjacent street traffic formula: Ln (T) = 0.99 Ln(X) — 1.14
LUC 222 DUs: PM Peak -hour of adjacent street traffic formula: (T) = 0.32(X) + 12.30
LUC 310 number of Rooms: Daily formula: T = 8.92(X)
LUC 310 Rooms: AM Peak -hour of adjacent street traffic formula: T= 0.78(X) -29.80
LUC 310 Rooms: PM Peak -hour of adjacent street traffic formula: T = 0.70(X)
Refer to Appendix B for additional details.
Figure 4: Case 1 (NW 7th Street only) Ingress/Egress % Trip Distribution
0 SW 7`h Street/Blue Lagoon Drive, Miami -Dade County Page 11
Daily
Peak Hour of Adjacent
Peak Hour of Adjacent
Street AM
Street PM
Land Use
Units
In
Out
Total
In
Out
Total
In
Out
Total
(vpd)
(vph)
(vph)
(vPd)
(Wd),
(vPh)
(vPh)
(vPh)
VP
LUC 222 High Rise
888
Dwelling
1706
1706
3412
66
199
265
181
115
296
Apartment
Units
LUC 310 Hotel
294
No. of
1312
1312
2624
116
84
200
101
105
206
rooms
Total
6036
182
283
465
282
220
502
ITE Code / Formulas:
LUC 222 Dwelling units (DUs): Daily formula: Ln (T) = 0.83 Ln(X) + 2.50
LUC 222 DUs: AM Peak --hour of adjacent street traffic formula: Ln (T) = 0.99 Ln(X) — 1.14
LUC 222 DUs: PM Peak -hour of adjacent street traffic formula: (T) = 0.32(X) + 12.30
LUC 310 number of Rooms: Daily formula: T = 8.92(X)
LUC 310 Rooms: AM Peak -hour of adjacent street traffic formula: T= 0.78(X) -29.80
LUC 310 Rooms: PM Peak -hour of adjacent street traffic formula: T = 0.70(X)
Refer to Appendix B for additional details.
Figure 4: Case 1 (NW 7th Street only) Ingress/Egress % Trip Distribution
0 SW 7`h Street/Blue Lagoon Drive, Miami -Dade County Page 11
Submitted into the public
record for item(s) PZ.8
on 10/25/18 City Clerk
TRAFFIC STUDY
Figure 5: Case 2 (NW 7'h Street & via 47`h Avenue) Ingress/Egress % Trip Distribution.
9. OPERATIONAL ANALYSIS
Intersection LOS Analysis
0•,
To establish a comparison between existing and future vehicular traffic conditions, three analysis
scenarios were developed. The First Scenario includes existing traffic conditions, the collected
traffic data, field observations and analysis. The Second Scenario includes the vehicular volumes
generated by the 7131, Project and assumes that all the ingress/egress vehicular traffic will be via the •
NW 7`h Street/Blue Lagoon Drive intersection. The Third Scenario assumes that vehicles going to
or from the 713L Project will utilize either the NW 7th Street/Blue Lagoon Drive intersection or via
NW 47`h Avenue east of the 713L Project. A summary of the LOS analysis for each scenario is shown
in the tables below.
Scenariol: Existing Conditions (without the 713L Project)
Table 4: Existing Conditions (AM)
Existing Conditions AM Peak Hour
Intersection
Movement/Approach
Delay LOS
(sec/veh)
NW 711'
Street &
Blue
Lagoon
Drive
EB Left
79.7 E
EB Thru
10.7 B
EB Approach
12.4 B
WB Thru & Right
20.9 C
WB Approach
20.9 C
SB Left
56.8 E
SB Approach
56.8 E
Intersection
19.0 B
SW 7`h Street/Blue Lagoon Drive, Miami -Dade County Page 12 0
•
•
Submitted into the public
record for item(s) PZ.8
on 10/25/18 City Clerk
AFFIC STUDY
From Table 4, it can be seen that the eastbound left turns from NW 7`h Street to Blue Lagoon Drive
and the southbound movement from Blue Lagoon Drive are operating at an undesirable LOS with
associated vehicular delays.
Table 5: Existing Conditions (PM)
Existing Conditions PM
Peak Hour
Intersection
Movement/Approach
Delay LOS
(sec/veh)
NW 7th
EB Left
95.4 F
EB Thru
10.1 B
EB Approach
17.2 B
Street &
Blue
Lagoon
Drive
WB Thru & Right
25.7 C
WB Approach
25.7 C
SB Left
42.2 D
SB Approach
42.2 D
Intersection
22.5 C
The eastbound left turns from NW 7`h Street to Blue Lagoon Drive are operating at an undesirable
LOS with associated vehicular delays.
Note: The above delays and LOS are generally consistent with the field observations.
Scenario 2: Existing conditions plus 713L Project's generated vehicular volumes with access via NW
7`h Street only.
Table 6: With Proposed Project - Access NW 7th Street (AM)
With Proposed Project Access NW 7h Street
AM Peak Hour
Intersection
Movement/Approach
Delay
(sec/veh)
LOS
NW 7"'
Street &
Blue
Lagoon
Drive
EB Left
114.7
F
EB Thru
9.8
A
EB Approach
22.1
C
WB Thru & Right
22.4
C
WB Approach
22.4
C
SB Left
210.9
F
SB Approach
210.9
F
Intersection
52.9
D
0 SW 7`h Street/Blue Lagoon Drive, Miami -Dade County Page 13
Submitted into the public
record for item(s) PZ.8
on 10/25/18 City Clerk
TRAFFIC STUDY
From Table 6, it can be seen that the eastbound left turns from NW 7th Street to Blue Lagoon Drive
and the southbound movements from Blue Lagoon Drive are operating at an undesirables LOS with
associated vehicular delays. These delays are significantly higher when compared with those under
existing conditions without the 713L Project's generated traffic.
Table 7: With Proposed Project - Access NW 7th ST. (PM)
With Proposed Project Access NW 7"' Street
PM Peak Hour
Intersection
Movement/Approach
Delay LOS '
(sec/veh)
NW 7th St ` Blue
Lagoon
EB Left
373.7 F
EB Thru
9.3 A
EB Approach
89.2 F
WB Thru & Right
28.6 C
WB Approach
28.6 C
SB Left
107.9 F
S13 Approach
107.9 F
Intersection
62.6 E
Table 7 demonstrates that the eastbound left turns from NW 7th Street to Blue Lagoon Drive, the
southbound movement from Blue Lagoon Drive, as well as the entire intersection are operating at an
undesirable LOS with associated vehicular delays. These delays are significantly higher when
compared with those under existing conditions without the 713L Project's generated traffic.
Scenario 3: Existing conditions plus 7131, Project's generated vehicular volumes with access via NW
7th Street and NW 47th Avenue.
Table 8: With Proposed Project - Access NW 7`h Street & NW 47`h Avenue (AM)
With ProposedProject Access NW 7t Street & NW 47` Avenue
AM Peak Hour
Intersection
Movement/Approach
Delay
LOS
(sec/veh)
EB Left
114.2
F
EB Thru
9.8
A
NW 7th
EB Approach
22.1
C
Street &
WB Thru & Right
21.8
C
Blue
Lagoon
WB Approach
21.8
C
Drive
SB Left
136.3
F
SB Approach
136.3
F
Intersection
38.7
D
0
SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 14 0
Submitted into the public
record for item(s) PZ.8
on 10/25/18, City Clerk
TRAFFIC STUDY
• From Table 8, it can be seen that the eastbound left turns from NW 7`h Street to Blue Lagoon Drive
and the southbound movement from Blue Lagoon Drive are operating at an undesirable LOS with
associated vehicular delays. These delays are significantly higher when compared with those under
existing conditions without the 713L Project's generated traffic.
Table 9: With Proposed Project - Access NW 7`h Street & NW 47'h Avenue (PM)
With Proposed Project Access NW 7t Street & NW 47`
PM Peak Hour
Avenue
Intersection
Movement/Approach
Delay (sec/veh)
LOS
2040
EB Left
355.7
F
EB Thru
9.3
A
I1VV 7th
EB Approach
84.6
F
Street &
WB Thru & Right
27.4
C
Blue -
Lagoon
WB Approach
27.4
C
Drive ;
SB Left
74.3
E
SB Approach
74.3
E
Intersection
56.9
E
From Table 9, it can be seen that the eastbound left turns from NW 7`h Street to Blue Lagoon Drive,
• the southbound movement from Blue Lagoon Drive, the eastbound approach, as well as the
intersection are operating at an undesirables LOS with associated vehicular delays. These delays are
significantly higher when compared with those under existing conditions without the 713L Project's
generated traffic.
10.TRAFFIC PROJECTIONS
The Following base year 2010 and future year 2040 vehicular traffic volumes on SW 7th Street were
obtained from the Miami -Dade Transportation Planning Organization 2040 adopted Long Range
Transportation Plan (LRTP). The bi-directional daily traffic volumes of NW 7th Street (within the
study area) for the year 2010 and 2040 are shown in the table 10 below.
Table 10: 2040 Daily Traffic Projections (LRTP).
Year
NW 7`h Street
Units
2010
25730
v d
2040
45470
v d
1
1so
Grow Rate = 45470(257301 — 1.019
isSW 7'h Street/Blue Lagoon Drive, Miami -Dade County Page 15
Submitted into the public
record for item(s) PZ -8
on 10/25118, City Clerk
TRAFFIC STUDY
According to the Miami -Dade LRTP, it can be seen that the traffic volume along NW 71h Street is is
expected to increase. It was calculated that NW 7`h Street will experience an annual 1.9 % increase in
traffic. The annual growth rate of 1.9% was used to determine the increase in vehicular traffic
volumes between the years 2018 and 2023.
Table 11 provides the projected average daily traffic along NW 7`h Street within the study area. The
projected traffic to the existing AM and PM peak hours are shown in Table 12 and Table 13.
Projected traffic volumes to the second and third scenarios are shown in Tables 14 to 17.
Table 11: Projected 2023 Average Daily Volumes along NW 7`h Street.
Direction
2018
2023'
Eastbound
14000
15382
Westbound
13500
14832
Bi -Directional
27500
30214
Table 12: Existing Volumes Projected to the Year 2023 during AM Peak Period (Vph)
Peak
Hour
From the North
From the East
From the South
From the West
Right
Thru
Left
Peds
Right
Thru
Left
Peds
Right
Thru
Left
Peds
Right
Thru
Left
Peds
7:45 AM -
8:30AM
74
0
66
12
15
950
0
19
0
0
0
2
0
1167
24
10
(2018)
36
0
30
4
59
1235
0
16
0
0
0
4
0
1098
76
1
7:45 AM -
8:30 AM
81
0
73
13
16
1044
0
21
0
0
0
2
0
1282
26
11
(2023)
Table 13: Existing Volumes Projected to the Year 2023 during PM Peak Period (Vph).
Peak Hour
From the North
From the East
From the South
From the West-
Right
Thru
Left
Peds
Right
Thru
Left
Peds
Right
I Thru
Left
Peds
Right
Thru
Left
Peds
05:00
PM
5:45 PM
36
0
30
4
59
1235
0
16
0
0
0
4
0
1098
76
1
2018
05:00
PM
5:45 PM
40
0
33
4
65
1357
0
18
0
0
0
4
0
1206
83
1
(2023)
The following Tables 14 through 17 include the existing volumes projected to the year 2023 plus the 713L
Project's generated volumes.
SW 7`h Street/Blue Lagoon Drive, Miami -Dade County Page 16 0
Submitted into the public
record for item(s) PZ.8
on 10 25 18 City Clerk
TRAFFIC STUDY
• Table 14: Projected Volume during AM Peak Period (Vph) for the Scenario 2 (Access via NW 7'h St. only)
40
Peak Hour
From the North
From the East
From the South
From the West
Right
Thru
Left
Peds
Right
Thru
Left
Peds
Right
Thru
Left
Peds
Right
Thru
Left
Peds -
7:45 AM
- 8:30AM
74
0
66
12
15
950
0
19
0
0
0
2
0
1167
24
10
(2018)
36
0
30
4
59
1235
0
16
0
0
0
4
0
1098
76
1
7:45AM -
8:30 AM
319
0
258
13
113
1044
0
21
0
0
0
2
0
1282
150
11
(2023)
204
0
155
4
250
1357
0
18
0
0
0
4
0
1206
315
1
Table 15: Projected Volume during PM Peak Period (Vph) for the Scenario 2 (Access via NW 71h St. only)
Peak Hour
From the North
From the East
From the South
From the West
Right
Thru
Left
Peds
Right
Thru
I Left
Peds
Right
Thru
I Left
Peds
Right
Thru
I -Left
Peds
05:00 PM
- 5:45 PM
(2018)
36
0
30
4
59
1235
0
16
0
0
0
4
0
1098
76
1
05:00 PM
- 5:45 PM
(2023)
204
0
155
4
250
1357
0
18
0
0
0
4
0
1206
315
1
Table 16: Projected Volume during AM Peak Period (Vph) for the Scenario 3 (Access via NW 7'h St. & 47'h Ave.)
Peak Hour
From the North
From the East
From the South
From the West'
Right
,Thru
Left
Peds
Right
Thru
I Left
Peds
Ri ht
Thru
Left
Peds
Right
Thru
Left
Peds
7:45 AM -
8:30 AM
(2018)
74
0
66
12
15
950
0
19
0
0
0
2
0
1167
24
10
7:45: AM -
8:30 AM
(2023)
319
0
199
13
77
1044
0
21
0
0
0
2
0
1282
150
11
Table 17: Projected Volume during PM Peak Period (Vph) for the Scenario 3 (Access via NW 7'h St. & 47'h Ave.)
Peak Hour
From the North
From the East
From the South
From the West
Right
Thru
Left
Peds
Right
Thru
Left
Peds
Right
Thru
I Left
Peds
Right
Thru
Left
Peds
05:00 PM
- 5:45 PM
(2018)
36
0
30
4
59
1235
0
16
0
0
0
4
0
1098
76
1
05:00 PM
- 5:45 PM
(2023)
204
0
109
4
194
1357
0
18
0
0
0
4
0
1206
315
1
I ].FUTURE OPERATIONAL ANALYSIS
Future Intersection LOS Analysis
To establish a comparison between existing and future vehicular traffic conditions, three analysis
scenarios were developed. This part includes the three scenarios previously described, plus year 2023
projections of existing traffic volumes. The First Scenario includes existing traffic projected to the
0 SW 7`h Street/Blue Lagoon Drive, Miami -Dade County Page 17
Submitted into the public
record for item(s) PZ -8
on 10/25/18 City Clerk
TRAFFIC STUDY
year 2023. The Second Scenario includes the vehicular volumes generated by the 713L Project and •
assumes that all the ingress/egress vehicular traffic will be via the NW 7'h Street/Blue Lagoon Drive
intersection. The Third Scenario assumes that vehicles going to or from the 713L Project will utilize
either the NW 7th Street/Blue Lagoon Drive intersection or via NW 47th Avenue east of the 713L
Project. A summary of the LOS analyses for each scenario is shown in tables below.
Scenariol: Projected year 2023 Existing Conditions (without the 713L Project's traffic)
Table 18: Projected year 2023 Volumes (Vph) (AM)
Pro'ected year 2023 Conditions
AM
Intersection
Intersection
Movement/Approach
Delay
LOS
EB Left
99.5
--(see/veh)
..
10.7
EB Left
80.5
F
B
EB Thru
11.3
B
NW 7t"
EB Approach
13.1
B
Street: &
D
SB Approach
44.6
Blue
WB Thru & Right
22.0
C
Lagoon
WB Approach
22.0
C
Drive
SB Left
59.7
E
SB Approach
59.7
E
Intersection
20.0
B
Table 19: Projected year 2023 Volumes (Vph) (PM)
Pro'ected ear 2023: Conditions
PM
Intersection
Movement /Approach
Delay
(sec/veh)
LOS
NW ue
Blue
Lagoon
EB Left
99.5
F
EB Thru
10.7
B
EB Approach
18.1
B
WB Thru & Right
28.2
C
WB Approach
28.2
C
SB Left
44.6
D
SB Approach
44.6
D
Intersection
24.2
C
From Tables 18 and 19, it can be seen that the eastbound left turns from NW 7`h Street to Blue
Lagoon Drive are operating at an undesirable LOS with associated vehicular delays. The southbound
movement from Blue Lagoon Drive during the AM peak period is also operating at an undesirable
LOS with associated vehicular delays. Comparing the results with existing conditions (Tables 4 & 5),
the eastbound left turns, southbound movements and the intersection experienced longer delays.
•
SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 18 0
•
Submitted into the public
record for item(s) PZ.8
on 10/25/18 City Clerk
TRAFFIC STUDY
Scenario 2: Existing traffic conditions projected to the year 2023 plus 713L Project's generated
vehicular volumes with access via NW 7`h Street only.
Table 20: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) Access NW 7th Street. (AM)
Projected year 2023 With Proposed Project Access NW 7`h Street
AM Peak Hour
Intersection
Movement/Approach
Delay (sec/veh) LOS
NW 7m
Street &
Blue
Lagoon
Drive
EB Left
149.7 F
EB Thru
10.4 B
EB Approach
28.2 C
WB Thru & Right
24.0 C
WB proach
24.0 C
SB Left
410.3 F
SB Approach
410.3 F
Intersection
100.2 F
From Table 20, it can be seen that the eastbound left turns from NW 7th Street to Blue Lagoon Drive
and the southbound movement from Blue Lagoon Drive are operating at an undesirable LOS with
• associated vehicular delays, as well as the entire intersection. These delays are significantly higher
when compared with those under existing
Table 21: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) —Access NW 7'h Street. (PM)
Projected year 2023 With Proposed Project Access NW 7` Street
PM Peak Hour
Intersection
Movement/Approach
Delay (sec/veh)
LOS
& Blue NW
ue
Lagoon
EB Left
631.1
F
EB Thru
9.8
A
EB Approach
170.0
F
WB Thru & Right
34.9
C
WB Approach
34.9
C
SB Left
184.0
F
SB Approach
184.0
F
Intersection
109.0
F
Table 21 demonstrates that the eastbound left turns from NW 7`h Street to Blue Lagoon Drive, the
southbound movement from Blue Lagoon Drive, as well as the entire intersection are operating at an
undesirable LOS with associated vehicular delays. These delays are significantly higher when
compared with those under existing conditions without the 713L Project's generated traffic.
• SW 7'h Street/Blue Lagoon Drive, Miami -Dade Count Page 19
g Y g
Submitted into the public
record for item(s) PZ.8
on 10/25/18 City Clerk
n
TRAFFIC STUDY
Comparing the results with the existing conditions (Tables 4 & 5), the eastbound left turns, •
southbound movements and the entire intersection experienced significantly higher delays.
Scenario 3: Existing traffic conditions projected to the year 2023 plus 7131, Project's generated
vehicular volumes with access via NW 7`h Street as well as to/from NW 7'h Street and NW 47`h
Avenue.
Table 22: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) - Access NW 7`h Street & NW 47'h Ave.
(AM)
Projected year 2023 With ProposedProject Access NW 7h
Street & NW 47` Ave,
Movement/Approach
AM Peak Hour
LOS
Intersection
Movement/Approach
Delay (sec%eh)
LOS
'
EB Left
149.1
F
EB Thru
10.5
B
NW 7
EB Approach
28.2
C
Street"&, ,
WB Thru & Right
23.3
C
,Blue
SB Left
122.1
F
Lagoon
WB Approach
23.3
C
Drive "-
SB Left
323.3
F
SBApproach
323.3
F
Intersection
79.4
E
Table 22 demonstrates the eastbound left turns from NW 7`h Street to Blue Lagoon Drive and the •
southbound movement from Blue Lagoon Drive are operating at an undesirable LOS with associated
vehicular delays, as well as the entire intersection. These delays are significantly higher when
compared with those under existing conditions (Tables 4 & 5) without the 7131, Project's generated
traffic.
Table 23: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) - Access NW 7`h Street & NW 47`h Ave.
(PM)
Projected year 2023 With Proposed Project Access NW 7th Street & NW 47` Avenue
PM Peak Hour
Intersection
Movement/Approach
Delay (sec/veh)
LOS
EB Left
629.0
F
EB Thru
9.8
A
EB Approach
169.5
F
NW 7th St
WB Thru & Right
32.3
C
& Blue
Lagoon
WB Approach
32.3
C
SB Left
122.1
F
SB Approach
122.1
F
Intersection
101.2
F
SW 7`h Street/Blue Lagoon Drive, Miami -Dade County Page 20 0
Submitted into the public
record for item(s) pz.8
on 10 25 18 City Clerk
TRAFFIC STUDY
• Table 23 demonstrates the eastbound left turns from NW 7`h Street to Blue Lagoon Drive, the
southbound movement from Blue Lagoon Drive, the eastbound approach as well as the intersection
are operating at an undesirable LOS with associated vehicular delays. These delays are significantly
higher when compared with those under existing conditions (Tables 4 & 5) without the 713L Project's
generated traffic.
Roadway Segment Analysis
A roadway segment analysis was performed utilizing vehicular volumes from a nearby traffic count
station and the 2018 FDOT Generalized LOS/Capacity tables. Calculations for this analysis are show
below.
0 SW 7`h Street/Blue Lagoon Drive, Miami -Dade County Page 21
Submitted into the public
record for item(s) PZ.8
on 10/25/18, City Clerk
TRAFFIC STUDY
Traffic Count Station No. 7052 at NW 7 1 Street, west of NW 42"d Avenue
Average Annual Daily Traffic (AADT) = 27,500 vehicles per day (vpd)
Eastbound = 14,000 vpd
Westbound = 13,500 vpd
K= 9.00 (peak hour volume both directions)
D = 55.7 (traffic directional split)
Peak -hour 2 way = 27,500 (0.09) = 2,475 vehicles per hour (vph)
Peak- hour 1 way = 27,500 (0.09) (0.557) = 1,390 vph
According FDOT LOS tables:
AADT Table 1, Minor roadway adjusted for non -State facility (-10%) and Multi -lane undivided with
exclusive left -turn lanes (-5%)
Adjusted AADT LOS
LOS D (4div) = 2 8, 100 vpd
28,100 (0.90) (0.95) = 24,025 = LOS D
LOS E (4div) = 37,200 vpd (0.90) (0.95) = 31,800 = LOS E
Existing AADT (count station No 7052) = 27,500 vpd; therefore, Daily LOS = E
Peak Hour Two -Way Table 4 (same adjustment factors as in the AADT analysis above)
LOS D = 2530 (0.90) (0.95) = 2165 vph
LOS E = 3350 (0.90) (0.95) = 2865 vph
Existing Two -Way volume = 2475; therefore, LOS E
Peak Hour Directional Table 7 (same adjustment factors as in the AADT analysis above)
LOS D = 1390 (0.90) (0.95) = 1190 vph
LOS E = 1840 (0.90) (0.95) = 1575 vph
Existing Peak Hour Directional volume = 1390; therefore, LOS E
Above analysis indicate that the NW 7th Street segment near Blue Lagoon Drive will be operating at
capacity (LOS E) during 24 -hours, peak-hour/two-way and peak-hour/peak direction; consequently, it is
obvious that the additional generated vehicular volumes from the 7BL Project will significantly
negatively impact the LOS as reflected by the intersection LOS analyses.
SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 22
•
•
:7
Submitted into the public
record for item(s) PZ.8
on 10/25/18 City Clerk
TRAFFIC STUDY
12. FINDINGS/CONCLUSION
Based on the analyses of the intersection of NW 7`h Street/Blue Lagoon Drive and the roadway
segment of NW 7`h Street near Blue Lagoon Drive, including the field reviews, trip generation -
distribution and traffic data collection, it is concluded that the vehicular traffic generated by the
proposed 713L Project will result in significant negative impacts in terms of roadway LOS and
substantially increased vehicular delays.
Tables 24, 25 & 26 below present a summary of the analyses.
Table 24: Vehicular Traffic Volumes Comparison.
VEHICULAR TRAFFIC VOLUMES
AM Peak Hour
Access via NW 7th St.
With 7BL
Existing Project
Veh per Veh per
Hour Hour Impact
Blue SB
Laeoon Dr. auuroach 140 423 202.1%
AM Peak Hour
Access via NW 7th St. & NW 47 Ave.
With 7BL
Existing
Project
Veh per
Veh per
Hour
Hour
Impact
140
1 364
1 160.0%
VEHICULAR TRAFFIC VOLUMES
PM Peak Hour
Access via NW 71h St.
With 7BL
Existing Project
Veh per Veh per
Hour Hour Impact
Blue SB
Laeoon Dr. approach 66 286 333.3%
PM Peak Hour
Access via NW 7`h St. & NW 47`h Ave.
With 7BL
Existing
Project
Veh per
Veh per
Hour
Hour
Impact
66
1 240
1 263.6%
Table 25: Vehicular Delay Comparison.
VEHICULAR DELAY
AM Peak Hour
Access via NW 7`h St.
With 7BL
Existing Project
Seconds per Seconds per
Veh Veh Impact
Blue
Lagoon SB
Drive aanroach 56.8 219.9 287.1%
AM Peal: Hour
Access via NW 7'h St. & NW 47`h Ave.
With 7BL
Existing
Project
Seconds per
Seconds per
Veh
Veh
Impact
56.8
136.3
140.0%
•
th
SW 7Street/Blue Lagoon Drive, Miami -Dade County Page 23
Submitted into the public
record for item(s) PZ.8
on 10/25/18 City Clerk
TRAFFIC STUDY
VEHICULAR DELAY
PM Peak Hour
Access via NW 7`h St.
With 7BL
Existing Project
Seconds per Seconds per
Veh Veh Impact
Blue
Lagoon SB
Drive approach 42.2 107.9 155.7%
PM Peak Hour
Access via NW 7`h St. & NW 47`h Ave.
With 7BL
Existing
Project
Seconds per
Seconds per
Impact
Veh
Veh
Impact
42.2
1 74.3
76.1%
Table 26: Level of Service Comparison.
LEVEL OF SERVICE (LOS)
AM Peak Hour
Access via NW 7`h St.
With 7BL
ExistingT Project
LOS LOS Impact
Blue
Lagoon SB
Drive approach E F E`TO F
AM Peak Hour
Access via NW 7`h St. & NW 47`h Ave.
With 7BL
Existing
Project
LOS
LOS
Impact
E
I F
I ETOF
LEVEL OF SERVICE (LOS)
PM Peak Hour
Access via NW 7`h St.
With 7BL
Existing Project
LOS LOS Impact-
Blue
m actBlue
Lagoon SB
Drive approach D F D TO F
PM Peak Hour
Access via NW 7`h St. & NW 47`h Ave.
With 7BL
Existing
Project
Seconds per
Veh
LOS
Impact
D
E
DTOE
SW 7`h Street/Blue Lagoon Drive, Miami -Dade County Page 24
•
•
•
Submitted into the public
record for item(s) PZ -8
on 10/25/18 City Clerk
•
Appendix A
Existing Conditions TMC Counts
•
Submitted into the public
record for item(s) PZ.8
on 10/25/18 City Clerk
R.J. Behar & Company, Inc.
6869 SW 196 Avenue, Suite 302 •
Pembroke Pines, FI 33332
Engineers - Planners
Blue Lagoon Drive and NW 7th Street
Tuesday, June 19, 2018
(,mine Prinfoli_ 1 Inchift-4 _ P -L, 1
File Name : TMC Data
Site Code :00000013
Start Date : 6/19/2018
Page No : 1
08:00 AM
22
Southbound
14
5
Westbound
0
209
Northbound
17
0
Eastbound
2
35
Start Time
Right
Thru
Left
Peds
T.wt
Right
Thru
Left
Peds
Tubi
Right
Thru
Left
Peds
.T-
Right
Thru
Left
Peds
.mi
Im. rmel
07:00 AM
31
8
21
0
60
21
77
0
1
99
0
0
0
0
0
0
168
8
0
176
335
07:15 AM
14
0
5
0
19
37
166
0
0
203
0
0
0
0
0
0
255
3
0
258
480
07:30 AM
26
0
19
0
45
3
229
0
1
233
0
0
0
0
0
0
317
3
0
320
598
07:45 AM
22
0
16
2
40
7
230
0
2
239
0
0
0
0
0
0
289
8
1
298
577
Total
93
8
61
2
164
68
702
0
4
774
0
0
0
0
0
0
1029
22
1
1052
1990
08:00 AM
22
0
14
5
41
0
209
08:15 AM
17
0
16
2
35
4
251
08:30 AM
13
0
20
3
36
4
260
08:45 AM
24
0
19
0
43
1
216
Total
76
0
69
10
155
9
936
*** BREAK ***
0
0
0
0
0
0
282
04:00 PM
10
0
12
2
24
15
306
04:15 PM
10
0
11
0
21
12
329
04:30 PM
14
0
5
3
22
5
285
04:45 PM
8
0
4
3
15
9
296
Total
42
0
32
8
82
41
1216
05:00 PM
12
0
8
1
21
20
256
05:15 PM
6
0
5
2
13
12
315
05:30 PM
7
0
7
1
15
18
318
05:45 PM
11
0
10
0
21
9
346
Total
36
0
30
4
70
59
1235
Grand Total
247
8
192
24
471
177
4089
Apprch %
52.4
1.7
40.8
5.1
274
4.1
94.7
Total %
2.6
0.1
2
0.3
5
1.9
43.6
Unshifted
247
8
192
22
469
177
4054
% Unshifted
100
100
100
91.7
99.6
100
99.1
Bank 1
0
0
0
2
2
0
35
% Bank 1
0
0
0
8.3
0.4
0
0.9
0 7
216
0
0
0
1
1
0
267
5
1
273
531
0 3
258
0
0
0
0
0
0
301
6
1
308
601
0 7
271
0
0
0
1
1
0
310
5
7
322
630
0 0
217
0
0
0
0
0
0
282
6
2
290
550
0 17
962
0
0
0
2
21
0
1160
22
11
1193
2312
0 1
322
0
0
0
0
0
0
245
13
1
259
605
0 7
348
0
0
0
0
0
0
272
15
0
287
656
0 2
292
0
0
0
1
1
0
283
9
0
292
607
0 6
311
0
0
0
0
0
0
294
18
1
313
639
0 16
1273
0
0
0
1
1 1
0
1094
55
2
1151
2507
0 7
283
0
0
0
1
1
0
265
9
0
274
579
0 2
329
0
0
0
0
0
0
273
22
1
296
638
0 5
341
0
0
0
2
2
0
276
26
0
302
660
0 2
357
0
0
0
1
1
0
284
19
0
303
682
0 16
1310
0
0
0
4
41
0
1098
76
1
1175
2559
0 53
4319
0
0
0
7
7
0
4381
175
15
4571
9368
0 1.2
0
0
0
100
0
95.8
3.8
0.3
0 0.6
46.1
0
0
0
0.1
0.1
0
46.8
1.9
0.2
48.8
4347
0 84.9
99
0
0
0
71.4
71.4
0
99.2
100
80
99.2
99.1
0 8
43
0
0
0
2
2
0
34
0
3
37
84
0 15.1
1
0
0
0
28.6
28.6
0
0.8
0
20
0.8
0.9
0
R.J. Behar & Company, Inc.
6869 SW 196 Avenue, Suite 302
Pembroke Pines, FI 33332
Engineers - Planners
Blue Lagoon Drive and NW 7th Street
Tuesday, June 19, 2018
Submitted into the public
record for item(s) PZ -8
on 10/25/18, City Clerk
File Name : TMC Data
Site Code :00000013
Start Date : 6/19/2018
Page No :2
int. Totn�
reaK flour Analysis rrOM U1:UU AM TO 71:45 AM - NeaK l OT 1
Southbound
Westbound
Northbound
Eastbound
Start
Time
Right
g
Thru Left
Peds
aoo.Tar
Right
Thru
Left Peds
y,.rori
Right
Thru Lett
Peds
•o,.,ori
Right
Thru Left
Peds
.Tori
int. Totn�
reaK flour Analysis rrOM U1:UU AM TO 71:45 AM - NeaK l OT 1
T
r
NO
NiC�
Thru
N
N
0
J
0
1
0
non`
uY�tO
Peak Hour for Entire Intersection Begins at 07:45 AM
C pOp�O
_ �
N
0
F-�
2
000..
r
0
O`o.
O
O
07:45 AM 22
0 16
2
40 7
230
0
2
239
0
0
0
0
0
0
289
8
1
298
577
08:00 AM 22
0 14
5
41 0
209
0
7
216
0
0
0
1
1
0
267
5
1
273
531
08:15 AM 17
0 16
2
35 4
251
0
3
258
0
0
0
0
0
0
301
6
1
308
601
08:30 AM 13
0 20
3
36 4
260
0
7
271
0
0
0
1
1
0
310
5
7
322
630
Total Volume 74
0 66
12
152 15
950
0
19
984
0
0
0
2
2
0
1167
24
10
1201
2339
% Apo. Total 48.7
0 43.4
7.9
1.5
96.5
0
1.9
0
0
0
100
0
97.2
2
0.8
PHF .841
.000 .825
.600
.927 .536
.913
.000
.679
.908
.000
.000
.000
.500
.500 .000
.941
.750
.357
.932
.928
Unshifted 74
0 66
10
15015
940
0
19
974
0
0
0
1
1
0
1157
% Unshifted 100
0 100
83.3
98.7 100
98.9
0
100
99.0
0
0
0
50.0
50.0
0
99.1
100
70.0
98.9
98.9
Bank 1 0
0 0
2
2 0
10
0
0
10
0
0
0
1
1
0
10
0
3
13
26
% Bank 1 0
0 0
16.7
1.3 0
1.1
0
0
1.0
0
0
0
50.0
50.0
0
0.9
0
30.0
1.1
1.1
r�
y00�N
T
r
NO
NiC�
Thru
N
N
0
J
0
1
0
non`
uY�tO
0
C pOp�O
_ �
N
0
F-�
2
000..
r
0
O`o.
O
O
ISMO
y
2
2
Out
In
Total
a
•
Out In Total
39 150189
0 2 2
3 11
74 0 661 10
0 0 01 2
741 01 661 12
Right Thru Left Peds
Peak Hour Data
North
Peak Hour Begins at 07:45 A
Unshifted
Bank 1
+-,
T
r
Left
Thru
Ri ht
Peds
0
0
0
1
0
0
0
1
0
0
0
2
0
0
1
1
2
2
Out
In
Total
N N O
G
WOW..
Submitted into the public
record for item(s) PZ -8
on 10/25/18, City Clerk R.J. Behar &Company, Inc.
6869 SW 196 Avenue, Suite 302
Pembroke Pines, FI 33332
Engineers - Planners
Blue Lagoon Drive and NW 7th Street
Tuesday, June 19, 2018
File Name
: TMC Data
Site Code
:00000013
Start Date
: 6/19/2018
Page No
:3
Peak Flour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1
Southbound
Westbound
Northbound
Eastbound
J
Start
Time
Ri g ht
Thru
Lefte
Pds
..
Right
9
Thru
Left Peds
A-T -i
Rig nt
Thru Left
I Peds
I App. T,wi
Right
Thru
Left
Peds
I w,.,om
iot.Tot�i
Peak Flour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1
.0. O
r ��
6 N N
J
tow
rnrnm`
Peak Hour for Entire Intersection Begins at 05:00 PM
�2
N N
0
0 0
M -4
rrn-�
E i
N N
05:00 PM 12 0 8 1 21 20 256
0
7
283
0
0
0
1
1
0
265
9
0
274
579
05:15 PM 6 0 5 2 13 12 315
0
2
329
0
0
0
0
0
0
273
22
1
296
638
05:30 PM 7 0 7 1 15 18 318
0
5
341
0
0
0
2
2
0
276
26
0
302
660
05:45 PM 11 0 10 0 21 9 346
0
2
357
0
0
0
1
1
0
284
19
0
303
682
Total volume 36 0 30 4 70 59 1235
0
16
1310
0
0
0
4
4
0
1098
76
1
1175
2559
% Aoo. Total 51.4 0 42.9 5.7 4.5 94.3
0
1.2
0
0
0
100
0
93.4
6.5
0.1
Unshifted 36 0 30 4 7059 1227 1089
% Unshifted 100 0 100 100 100 100 99.4 0 68.8 99.0 0 0 0 75.0 75.0 0 99.2 100 100 99.2 99.1
Bank1 0 0 0 0 0 0 8 0 5 13 0 0 0 1 1 0 9 0 0 9 23
% Bank 1 0 0 0 0 0 0 0.6 0 31.3 1.0 0 0 0 25.0 25.0 0 0.8 0 0 0.8 0.9
N N?
.0. O
r ��
6 N N
J
tow
rnrnm`
�2
N N
0
0 0
M -4
rrn-�
E i
N N
O
O
y
owe
a
Out In Total
135 F 70 205
0 0 0
13520
Right TI
Peak Hour Data
North
Peak Hour Begins at 05:00 P
Unshifted
Bank 1
*-i T r
Left Thru Ri ht Peds
0 00 3
0 0 0 1
01 01 of 4
go3 31 4 4
Out In Total
C7
UO
tow
�2
N N
M -4
r
�000
owe
0
rn—
d
C7
Submitted into the public
record for item(s) PZ.8
on 10/25/18 City Clerk
•
Appendix B
ITE Trip Generation Tables
0
is
Submitted into the public
record for item(s) PZ.8
on 10/25/18 City Clerk
High -Rise Apartment
(222)
Average Vehicle Trip Ends vs: Dwelling Units
On a: Weekday
Number of Studies: 9
Avg. Number of Dwelling Units: 435
Directional Distribution: 50% entering, 50% exiting
Trin Generation per Dwelling Unit
Average Rate Range of Rates Standard Deviation
4.20 3.00 - 6.45 2.32
Data Plot and Eauation
4,000
3,000
y
C
W
,.I
F-
a
U
> 2,000
d
N
Q
F-
1,000
0
X X
X
;........X....X.. _i-... ....__ ....... ......
X
1-
100 200 300 400 500 600
X = Number of Dwelling Units
X Actual Data Points Fitted Curve
Fitted Curve Equation: Ln(T) = 0.83 Ln(X) + 2.50
700 800 900
------ Average Rate
R2 = 0.82
1000 1
Trip Generation, 9th Edition • Institute of Transportation Engineers 375
•
Submitted into the public
record for item(s) PZ.8
High -Rise Apartment on 10 25 18 City Clerk
(222)
Average Vehicle Trip Ends vs: Dwelling Units
On a: Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 7 and 9 a.m.
Number of Studies: 17
Avg. Number of Dwelling Units: 420
Directional Distribution: 25% entering, 75% exiting
Trip Generation per Dwelling Unit
Average Rate Range of Rates Standard Deviation
0.30 0.18 - 0.47 0.55
Uata Niot ana tquation
400
300
F-
100
0 -t
0
i
•
376 Trip Generation, 9th Edition • Institute of Transportation Engineers
i
.X
.X
X
X
X
X
X
XX
0 -t
0
i
•
376 Trip Generation, 9th Edition • Institute of Transportation Engineers
i
Submitted into the public
record for item(s) PZ.8
on 10/25/18 City Clerk High -Rise Apartment
(222)
Average Vehicle Trip Ends vs: Dwelling Units
On a: Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 4 and 6 p.m.
Number of Studies: 17
Avg. Number of Dwelling Units: 420
Directional Distribution: 61% entering, 39% exiting
Trip Generation per Dwelling Unit
Average Rate Range of Rates Standard Deviation
0.35 0.23 - 0.50 0.59
Data Plot ana tcluavon
400
300
E-'
100
0
;....... . ;..... ......... . X---; ...
X
............ ........ I
X X
X
X
X
k.. ...-.
.............. ..... ---
X
X
X. (X
0 100 200
300 400 500 600
X = Number of Dwelling Units
X Actual Data Points Fitted Curve
Fitted Curve Equation: T = 0.32(X) + 12.30
700 800 900 1000 1100
------ Average Rate
R2 = 0.92
Trip Generation, 9th Edition • Institute of Transportation Engineers
•
•
•
377
0
•
•
Submitted into the public
record for item(s) PZ.8
on 10/25/18 City Clerk
Hotel
(310)
Average Vehicle Trip Ends vs: Occupied Rooms
On a: Weekday
Number of Studies: 4
Average Number of Occupied Rooms: 216
Directional Distribution: 50% entering, 50% exiting
Trip Generation per uccupiea tioom
Average Rate Range of Rates Standard Deviation
8,92 4.14 - 11.44 6.04
Data Piot and tquation
4,000 --T
N
C
W
3,000
1
[,aU[10r7' VSd k kFfU[VUj' - 0171[Df Jalle(JIV . Jzu
X
a
1,000
In
0 1 1 1
110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280
X = Number of Occupied Rooms
X Actual Data Points
Fitted Curve Equation: Not given
604 Trip Generation, 9th Edition 9 Institute of Transportation Engineers
----"- Average Rate
R2 = ....
Submitted into the public
record for item(s) PZ.8 Hotel
on 10/25/18 City Clerk
(310)
Average Vehicle Trip Ends vs: Occupied Rooms
On a: Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 7 and 9 a.m.
Number of Studies: 17
Average Number of Occupied Rooms: 256
Directional Distribution: 58% entering, 42% exiting
Trip veneration per uccupiea moom
Average Rate Range of Rates Standard Deviation
0.67 0.35 - 1.10 0.84
uata Plot ana tquation
7— 500 -1-
400
N
.6
C
W
n.
300
a)
U
r
Q)
a)
N
`m 200
Q
H
100
X
X
.................. ..... . ---..X ... . ........ .....
X
X X : X
X
;X-------- X ......... -- ---------------
' X X
Ix
0
100 200 300
X = Number of Occupied Rooms
X Actual Data Points Fitted Curve
Fitted Curve Equation: T = 0.78(X) - 29.80
400 500
------ Average Rate
R2 = 0.69
,o
•
Tri Generation 9th Edition • Institute of Transportation Engineers 605•
Trip P
C7
•
Submitted into the public
record for item(s) PZ.8
H t on 10/25/18 City Clerk
oe
(310)
Average Vehicle Trip Ends vs: Occupied Rooms
On a: Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 4 and 6 p.m.
Number of Studies: 20
Average Number of Occupied Rooms: 243
Directional Distribution: 49% entering, 51% exiting
drip Generation per Occupied Room
Average Rate Range of Rates Standard Deviation
0.70 0.25 - 1.11 0.87
Data Plot and Equation
500
400
300
200
100
0
X
0 100 200 300 400 500
X Actual Data Points
Fitted Curve Equation. Not Given
X = Number of Occupied Rooms
606 Trip Generation, 9th Edition • Institute of Transportation Engineers
----- Average Rate
R2 = *—
,r
X
X ;
X'
•
•X
X
:
X
X
X
X,
.....
.......
.
................
......... ...
X
X
X
X
0 100 200 300 400 500
X Actual Data Points
Fitted Curve Equation. Not Given
X = Number of Occupied Rooms
606 Trip Generation, 9th Edition • Institute of Transportation Engineers
----- Average Rate
R2 = *—
Submitted into the public
record for item(s) PZ.8
on 10/25/18 City Clerk
Appendix C 40
LOS Analysis Reports
•
0
Submitted into the public
record for item(s) PZ.8
on 10/25/18, City Clerk
• Existing Conditions AM 6/19/2018 Baseline Synchro 9 Report
Page 1
Existing Conditions AM
Page 1
Lane Group
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
'i
TT
T1a
'r'
Traffic Volume (vph)
24
1167
950
15
66
74
Future Volume (vph)
24
1167
950
15
66
74
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
Lane Util. Factor
1.00
0.95
0.95
0.95
1.00
1.00
Frt
0.996
0.929
Flt Protected
0.950
0.977
Satd. Flow (prot)
1770
3539
3525
0
1691
0
Flt Permitted
0.950
0.977
Satd. Flow (perm)
1770
3539
3525
0
1691
0
Right Turn on Red
Yes
Yes
Satd. Flow (RTOR)
3
27
Link Speed (mph)
40
40
15
Link Distance (ft)
220
223
231
Travel Time (s)
3.8
3.8
10.5
Peak Hour Factor
0.75
0.94
0.91
0.54
0.82
0.84
Adj. Flow (vph)
32
1241
1044
28
80
88
Shared Lane Traffic (%)
Lane Group Flow (vph)
32
1241
1072
0
168
0
Enter Blocked Intersection
No
No
No
No
No
No
Lane Alignment
Left
Left
Left
Right
Left
Right
Median Width(ft)
12
12
12
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Turn Lane
Yes
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
Number of Detectors
1
2
2
1
Detector Template
Left
Thru
Thru
Left
Leading Detector (ft)
20
100
100
20
Trailing Detector (ft)
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
Detector 1 Size(ft)
20
6
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
94
Detector 2 Size(ft)
6
6
Detector 2 Type
CI+Ex
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
0.0
Turn Type
Prot
NA
NA
Prot
Protected Phases
1
12
2
3
Permitted Phases
Detector Phase
1
1 2
2
3
Switch Phase
Minimum Initial (s)
18.0
114.0
40.0
• Existing Conditions AM 6/19/2018 Baseline Synchro 9 Report
Page 1
Submitted into the public
record for item(s) PZ.8
on 10125/18, City Clerk
Existing Conditions AM Page 2
Lane Group
EBL
EBT
WBT
WBR SBL SBR
Minimum Split (s)
22.5
120.5
44.5
Total Split (s)
23.0
120.5
44.5
Total Split (%)
12.2%
64.1%
23.7%
Maximum Green (s)
18.5
116.0
40.0
Yellow Time (s)
4.0
4.0
4.0
All -Red Time (s)
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
4.5
4.5
4.5
Lead/Lag
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
Recall Mode
None
None
None
Walk Time (s)
22.0
Flash Dont Walk (s)
11.0
Pedestrian Calls (#/hr)
0
Act Effct Green (s)
18.5
137.0
114.0
40.0
Actuated g/C Ratio
0.10
0.74
0.61
0.22
v/c Ratio
0.18
0.48
0.50
0.44
Control Delay
79.7
10.7
20.9
56.8
Queue Delay
0.0
0.0
0.0
0.0
Total Delay
79.7
10.7
20.9
56.8
LOS
E
B
C
E
Approach Delay
12.4
20.9
56.8
Approach LOS
B
C
E
Intersection Summary
Area Type: Other
Cycle Length: 188
Actuated Cycle Length: 186
Natural Cycle: 190
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.50
Intersection Signal Delay: 19.0
Intersection LOS: B
Intersection Capacity Utilization 135.8%
ICU Level of Service H
Analysis Period (min) 15
its and Phases: 3:
•
•
Existing Conditions AM 6/19/2018 Baseline Synchro 9 Report •
Page 2
Submitted into the public
record for items) PZ -8
With Proposed Project Access NW 7Th St. (AM)
Lane Group EBL EBT WBT WBR SBL
on 10 25 18, City Clerk
Page 1
SBR
Lane Configurations
'i
?T
TA
'r'
Traffic Volume (vph)
124
1167
950
97
185
238
Future Volume (vph)
124
1167
950
97
185
238
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
Lane Util. Factor
1.00
0.95
0.95
0.95
1.00
1.00
Frt
0.978
0.923
Flt Protected
0.950
0.979
Satd. Flow (prot)
1770
3539
3461
0
1683
0
Flt Permitted
0.950
0.979
Satd. Flow (perm)
1770
3539
3461
0
1683
0
Right Turn on Red
Yes
Yes
Satd. Flow (RTOR)
19
32
Link Speed (mph)
40
40
15
Link Distance (ft)
220
223
231
Travel Time (s)
3.8
3.8
10.5
Peak Hour Factor
0.75
0.94
0.91
0.54
0.84
0.82
Adj. Flow (vph)
165
1241
1044
180
220
290
Shared Lane Traffic (%)
Lane Group Flow (vph)
165
1241
1224
0
510
0
Enter Blocked Intersection
No
No
No
No
No
No
Lane Alignment
Left
Left
Left
Right
Left
Right
Median Width(ft)
12
12
12
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Turn Lane
Yes
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
Number of Detectors
1
2
2
1
Detector Template
Left
Thru
Thru
Left
Leading Detector (ft)
20
100
100
20
"railing Detector (ft)
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
Detector 1 Size(ft)
20
6
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
94
Detector 2 Size(ft)
6
6
Detector 2 Type
CI+Ex
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
0.0
Turn Type
Prot
NA
NA
Prot
Protected Phases
1
12
2
3
Permitted Phases
Detector Phase
1
1 2
2
3
Switch Phase
Minimum Initial (s)
18.0
114.0
40.0
• With Proposed Project Access NW 7Th St. (AM) 6/27/2018 Baseline Synchro 9 Report
Page 1
Submitted into the public
record for item(s) PZ.8
on 10/25/18, City Clerk
With Proposed Project Access NW 7Th St. (AM) Page 2
41 � r
Lane Group
EBL
EBT
WBT
WBR SBL SBR
Minimum Split (s)
22.5
120.5
44.5
Total Split (s)
23.0
120.5
44.5
Total Split (%)
12.2%
64.1%
23.7%
Maximum Green (s)
20.5
116.0
40.0
Yellow Time (s)
2.0
4.0
4.0
All -Red Time (s)
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
2.5
4.5
4.5
Lead/Lag
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
Recall Mode
None
None
None
Walk Time (s)
22.0
Flash Dont Walk (s)
11.0
Pedestrian Calls (#/hr)
0
Act Effct Green (s)
20.5
139.4
114.4
40.0
Actuated g/C Ratio
0.11
0.75
0.61
0.21
v/c Ratio
0.85
0.47
0.57
1.32
Control Delay
114.7
9.8
22.4
210.9
Queue Delay
0.0
0.0
0.0
0.0
Total Delay
114.7
9.8
22.4
210.9
LOS
F
A
C
F
Approach Delay
22.1
22.4
210.9
Approach LOS
C
C
F
Intersection Summary
Area Type: Other
Cycle Length: 188
Actuated Cycle Length: 186.4
Natural Cycle: 190
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 1.32
Intersection Signal Delay: 52.9
Intersection LOS: D
Intersection Capacity Utilization 143.5%
ICU Level of Service H
Analysis Period (min) 15
and Phases: 3:
With Proposed Project Access NW 7Th St. (AM) 6/27/2018 Baseline Synchro 9 Report
Page 2
•
•
Submitted into the public
record for item(s) PZ.8
on 10/25/18, City Clerk
With Proposed Project Access NW 7th St. and NW 47 Ave. (AM) Page 1
Lane Group
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
Vi
TT
T1a
y
Traffic Volume (vph)
124
1167
950
61
126
238
Future Volume (vph)
124
1167
950
61
126
238
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
Lane Util. Factor
1.00
0.95
0.95
0.95
1.00
1.00
Frt
0.985
0.911
Flt Protected
0.950
0.983
Satd. Flow (prot)
1770
3539
3486
0
1668
0
Flt Permitted
0.950
0.983
Satd. Flow (perm)
1770
3539
3486
0
1668
0
Right Turn on Red
Yes
Yes
Satd. Flow (RTOR)
11
47
Link Speed (mph)
40
40
15
Link Distance (ft)
220
223
231
Travel Time (s)
3.8
3.8
10.5
Peak Hour Factor
0.75
0.94
0.91
0.54
0.84
0.82
Adj. Flow (vph)
165
1241
1044
113
150
290
Shared Lane Traffic (%)
Lane Group Flow (vph)
165
1241
1157
0
440
0
Enter Blocked Intersection
No
No
No
No
No
No
Lane Alignment
Left
Left
Left
Right
Left
Right
Median Width(ft)
12
12
12
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
• Two way Left Turn Lane
Yes
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
Number of Detectors
1
2
2
1
Detector Template
Left
Thru
Thru
Left
Leading Detector (ft)
20
100
100
20
Trailing Detector (ft)
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
Detector 1 Size(ft)
20
6
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
94
Detector 2 Size(ft)
6
6
Detector 2 Type
CI+Ex
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
0.0
Turn Type
Prot
NA
NA
Prot
Protected Phases
1
12
2
3
Permitted Phases
Detector Phase
1
12
2
3
Switch Phase
Minimum Initial (s)
18.0
114.0
40.0
• With Proposed Project Access NW 7th St. and NW 47 Ave. (AM) 6/2712018 Baseline Synchro 9 Report
Page 1
Submitted into the public
record for item(s) PZ.8
on 10/25/18, City Clerk
With Proposed Project Access NW 7th St. and NW 47 Ave. (AM) Page 2
Analysis Period (min) 15
its and Phases: 3:
C,
•
With Proposed Project Access NW 7th St. and NW 47 Ave. (AM) 6/27/2018 Baseline Synchro 9 Report
Page 2 0
'_
lk - �. d
Lane Group
EBL
`EBT
WBT
NlBR SBL SBR
Minimum Split (s)
22.5
120.5
44.5
Total Split (s)
23.0
120.5
44.5
Total Split (%)
12.2%
64.1%
23.7%
Maximum Green (s)
20.5
116.0
40.0
Yellow Time (s)
2.0
4.0
4.0
All -Red Time (s)
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
2.5
4.5
4.5
Lead/Lag
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
Recall Mode
None
None
None
Walk Time (s)
22.0
Flash Dont Walk (s)
11.0
Pedestrian Calls (#/hr)
0
Act Effct Green (s)
20.5
139.0
114.0
40.0
Actuated g/C Ratio
0.11
0.75
0.61
0.22
v/c Ratio
0.85
0.47
0.54
1.11
Control Delay
114.2 °
9.8
21.8
136.3
Queue Delay
0.0
0.0
0.0
0.0
Total Delay
114.2
9.8
21.8
136.3
LOS
F
A
C
F
Approach Delay
22.1
21.8
136.3
Approach LOS
C
C
F
IntersectionSummary
Area Type: Other
Cycle Length: 188
Actuated Cycle Length: 186
Natural Cycle: 190
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 1.11
Intersection Signal Delay: 38.7
Intersection LOS: D
Intersection Capacity Utilization
143.5%
ICU Level of Service H
Analysis Period (min) 15
its and Phases: 3:
C,
•
With Proposed Project Access NW 7th St. and NW 47 Ave. (AM) 6/27/2018 Baseline Synchro 9 Report
Page 2 0