HomeMy WebLinkAboutSubmittal - Richard Alayon - Traffic Study for Blue Lagoon•
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INTERSECTION TRAFFIC STUDY
NW 7t'' Street/Blue Lagoon Drive
Final
Prepared For:
BLUE LAGOON CONDOMINIUM ASSOCIATION
Prepared By:
R.J. Behar & Company, Inc.
July 5, 2018
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TRAFFIC STUDY
Table of Contents
EXECUTIVE SUMMARY 5
1. INTRODUCTION 6
2. OBJECTIVE 6
3. PURPOSE 6
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
10. TRAFFIC PROJECTIONS 15
11. FUTURE OPERATIONAL ANALYSIS 17
12. FINDINGS / CONCLUSION 23
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 7BL Project 11
Table 4: Existing Conditions (AM) 12
Table 5: Existing Conditions (PM) 13
Table 6: With Proposed Project - Access NW 7th ST. (AM) 13
Table 7: With Proposed Project - Access NW 71h 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 7th St. only)
17
Table 15: Projected Volume during PM Peak Period (Vph) for the Scenario 2 (Access via NW 7`h St. only)
17
SW 7`h Street/Blue Lagoon Drive, Miami -Dade County Page ii
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Submitted into the public
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TRAFFIC STUDY
Table 16: Projected Volume during AM Peak Period (Vph) for the Scenario 3 (Access via NW 7'h St. & 47"'
Ave.) 17
Table 17: Projected Volume during PM Peak Period (Vph) for the Scenario 3 (Access via NW 7th St. & 47th
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 7th ST.
(AM) 19
Table 21: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) —Access NW 7th ST.
(PM) 19
Table 22: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) - Access NW 7th ST &
NW 47th Ave. (AM) 20
Table 23: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) - Access NW 7`h ST &
NW 47th 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 7th St. only) Ingress/Egress % Trip Distribution 11
Figure 5. Case 2 (NW 7`h St. & via 47th 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 7th Street/Blue Lagoon Drive, Miami -Dade County Page iii
Submitted into the public
record for item(s) PZ.8
on 10/25/18, City Clerk
Professional Engineer's Certification
TRAFFIC STUDY
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 7th 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
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Submitted into the public
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on 10/25/18, City Clerk
EXECUTIVE SUMMARY
INTRODUCTION
TRAFFIC STUDY
The Blue Lagoon Condominium Association (BLCA) is concerned with regards to potential negative
impacts to NW 7th 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"
(7BL). 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 7th Street to the east, 5091
NW 7th 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 7th 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
7BL 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 7th 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
7BL 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 Page 5
Submitted into the public
record for item(s) PZ.8
on 10/25/18, City Clerk
1. INTRODUCTION
TRAFFIC STUDY
The BLCA is concerned with regards to potential negative impacts to NW 7th 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" (7BL). 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 7th Street to the west and by the NW 7th 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 7th Street.
2. 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 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 7th
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
7BL 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 7th Street/Blue Lagoon Drive, Miami -Dade County Page 6
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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 7th 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 7th 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.
upset ViIaz na« �..
Figure 1: Location Map. Source: Google maps
SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 7
Submitted into the public
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on 10/25/18, City Clerk
Figure 2: Location Map. Source: Google maps
6. FIELD REVIEW
TRAFFIC STUDY
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 7th 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 7th Street with the associated long delays.
• Right turn movements from Blue Lagoon Drive to NW 7th Street during the red signal phase
were generally significantly delayed by lack of adequate gaps from westbound vehicles on
NW 7th 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 7th Street/Blue Lagoon Drive, Miami -Dade County Page 8
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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
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
- 8:30 AM
74
0
66
12
15
950
0
19
0
0
0
2
0
1167
24
10
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
O5:00 PM
5:45 PM
36
0
30
4
59
1235
0
16
0
0
0
4
0
1098
76
1
SW 7th Street/Blue Lagoon Drive, Miami -Dade County
Page 9
TRAFFIC STUDY
Submitted into the public
record for item(s) PZ.8
on 10/25/18, City Clerk
Blue Lagoon Drive
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 (7BL
Project), the ITE Trip Generation Manual (9th edition) was used. A summary of the analysis is shown
below.
• The 7BL 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 7th Street only. Case
2 assumes access to/from NW 7th Street and via NW 47th Avenue.
• Generated traffic volumes were distributed to NW 7th 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
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on 10 25 18 City Clerk
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TRAFFIC STUDY
Table 3: Vehicular Trip Generation for the 7BL Project
Land Use
Units
Daily
Peak Hour of Adjacent
Street AM
Peak Hour of Adjacent
Street PM
In
(vPd)
Out
(vpd)
Total
In
(vPh)
Out
(vPh)
Total
In
(vPh)
Out
(vPh)
Total
(vpd)
(vph)
(vph)
LUC 222 High Rise
Apartment
888
Dwelling
Units
1706
1706
3412
66
199
265
181
115
296
LUC 310 Hotel
294
No. of
rooms
1312
1312
2624
116
84
200
101
105
206
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 -dour 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
SW 7th Street/Blue Lagoon Drive, Miami -Dade County
Page 11
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TRAFFIC STUDY
Figure 5: Case 2 (NW 7'h Street & via 47t Avenue) Ingress/Egress % Trip Distribution.
9. OPERATIONAL ANALYSIS
Intersection LOS Analysis
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 7BL Project and assumes that all the ingress/egress vehicular traffic will be via the
NW 7th Street/Blue Lagoon Drive intersection. The Third Scenario assumes that vehicles going to
or from the 7BL Project will utilize either the NW 7th Street/Blue Lagoon Drive intersection or via
NW 47th Avenue east of the 7BL Project. A summary of the LOS analysis for each scenario is shown
in the tables below.
Scenariol: Existing Conditions (without the 7BL Project)
Table 4: Existing Conditions (AM)
Existing Conditions AM Peak Hour
Intersection
Movement/Approach
Delay
(sec/veh)
LOS
NW 7th
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 7th Street/Blue Lagoon Drive, Miami -Dade County Page 12
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Submitted into the public
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on 10/25/18, City Clerk
AFFIC STUDY
From Table 4, 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.
Table 5: Existing Conditions (PM)
Existing Conditions PM Peak Hour
Intersection
Movement/Approach
Delay
(sec/veh)
LOS
EB Left
95.4
F
EB Thru
10.1
B
NW 7th
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 7th 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 7BL Project's generated vehicular volumes with access via NW
7th Street only.
Table 6: With Proposed Project - Access NW 7th Street (AM)
With Proposed Project Access NW 7th Street
AM Peak Hour
Intersection
Movement/Approach
Delay
(sec/veh)
LOS
NW 7th
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
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 7BL Project's generated traffic.
Table 7: With Proposed Project - Access NW 7th ST. (PM)
With Proposed Project Access NW 76 Street
PM Peak Hour
Intersection
Movement/Approach
Delay
sec/veh)
LOS
NW 7th St
& Blue
Lagoon
EB Left
EB Thru
373.7
9.3
A
EB Approach
WB Thru & Right
89.2
28.6
F
WB Approach
28.6
SB Left
107.9
SB Approach
107.9
Intersection
62.6
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 7BL Project's generated traffic.
Scenario 3: Existing conditions plus 7BL Project's generated vehicular volumes with access via NW
7th Street and NW 47th Avenue.
Table 8: With Proposed Project - Access NW 7th Street & NW 476 Avenue (AM)
With Proposed Project Access NW 7th Street & NW 47th Avenue
AM Peak Hour
Intersection
Movement/Approach
Delay
(sec/veh)
LOS
NW 7th
Street &
Blue
Lagoon
Drive
EB Left
114.2
F
EB Thru
9.8
A
EB Approach
22.1
C
WB Thru & Right
21.8
C
WB Approach
21.8
C
SB Left
136.3
F
SB Approach
136.3
F
Intersection
38.7
D
SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 14
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Submitted into the public
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on 10/25/18, City Clerk
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TRAFFIC STUDY
From Table 8, 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. These delays are significantly higher when compared with those under
existing conditions without the 7BL Project's generated traffic.
Table 9: With Proposed Project - Access NW 7th Street & NW 47th Avenue (PM)
With Proposed Project Access NW 7th Street & NW 47th Avenue
PM Peak Hour
Intersection
Movement/Approach
Delay (sec/veh)
LOS
it
1'1W 7
Street &
Blue
Lagoon
Drive
EB Left
355.7
F
EB Thru
9.3
A
EB Approach
84.6
F
WB Thru & Right
27.4
C
WB Approach
27.4
C
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 7th 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 7BL 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 7th Street
Units
2010
25730
vpd
2040
45470
vpd
1
454701so
Grow Rate = (257301 = 1.019
SW 7'h Street/Blue Lagoon Drive, Miami -Dade County Page 15
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on 10 25 18, City Clerk
TRAFFIC STUDY
According to the Miami -Dade LRTP, it can be seen that the traffic volume along NW 7th Street is
expected to increase. It was calculated that NW 7th 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 7th 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 7th 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
(2018)
74
0
66
12
15
950
0
19
0
0
0
2
0
1167
24
10
7:45 AM -
8:30 AM
(2023)
81
0
73
13
16
1044
0
21
0
0
0
2
0
1282
26
11
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
Thru
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)
40
0
33
4
65
1357
0
18
0
0
0
4
0
1206
83
1
The following Tables 14 through 17 include the existing volumes projected to the year 2023 plus the 7BL
Project's generated volumes.
SW 7`h Street/Blue Lagoon Drive, Miami -Dade County
Page 16
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Submitted into the public
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TRAFFIC STUDY
Table 14: Projected Volume during AM Peak Period (Vph) for the Scenario 2 (Access via NW 7th St. only)
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
(2018)
74
0
66
12
15
950
0
19
0
0
0
2
0
1167
24
10
7:45AM -
8:30 AM
(2023)
319
0
258
13
113
1044
0
21
0
0
0
2
0
1282
150
11
Table 15: Projected Volume during PM Peak Period (Vph) for the Scenario 2 (Access via NW 7'h St. only)
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
- 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
Left
Peds
Right
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
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
l 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
SW 7`h Street/Blue Lagoon Drive, Miami -Dade County
Page 17
Submitted into the public
record for item(s) PZ.S
on 10/25/18, City Clerk
TRAFFIC STUDY
year 2023. The Second Scenario includes the vehicular volumes generated by the 7BL Project and
assumes that all the ingress/egress vehicular traffic will be via the NW 7th Street/Blue Lagoon Drive
intersection. The Third Scenario assumes that vehicles going to or from the 7BL Project will utilize
either the NW 7th Street/Blue Lagoon Drive intersection or via NW 47`h Avenue east of the 7BL
Project. A summary of the LOS analyses for each scenario is shown in tables below.
Scenariol: Projected year 2023 Existing Conditions (without the 7BL Project's traffic)
Table 18: Projected year 2023 Volumes (Vph) (AM)
Projected year 2023 Conditions AM
Intersection
NW 7'
Street &
Blue
Lagoon
Drive
Approach,
EB Left
Delay
sec/veh)
80.5
EB Thru
11.3
EB Approach
13.1
WB Thru & Right
WB Approach
22.0
22.0
SB Left
59.7
SB Approach
Intersection
59.7
20.0
Table 19: Projected year 2023 Volumes (Vph) (PM)
Projected year 2023 Conditions PM
Intersection
Movement/Approach
Delay
(sec/veh)
NW 7th St
& Blue
Lagoon
EB Left
EB Thru
EB Approach
WB Thru & Right
WB Approach
SB Left
SB Approach
Intersection
99.5
10.7
18.1
28.2
28.2
44.6
44.6
24.2
F
B
B
C
C
D
D
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 7`h Street/Blue Lagoon Drive, Miami -Dade County Page 18
•
•
•
•
•
•
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 7BL Project's generated
vehicular volumes with access via NW 7th 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 7th Street
AM Peak Hour
Intersection
Movement/Approach
Delay (sec/veh)
LOS
7rh
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 Approach
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 7th Street. (PM)
Projected year 2023 With Proposed Project Access NW 7th Street
PM Peak Hour
Intersection
NW 7th St
& Blue
Lagoon
Movement/Approach
EB Left
631.1
F
EB Thru
9.8
A
EB Approach
WB Thru & Right
WB Approach
SB Left
170.0
34.9
34.9
184.0
F
SB Approach
184.0
Intersection
109.0
Table 21 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 7BL Project's generated traffic.
SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 19
Submitted into the public
record for item(s) PZ.8
on 10/25/18, City Clerk
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 7BL Project's generated
vehicular volumes with access via NW 7th Street as well as to/from NW 7th Street and NW 47th
Avenue.
Table 22: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) - Access NW 7`h Street & NW 47th Ave.
(AM)
Projected year 2023 With Proposed Project Access NW 7`h Street & NW 47th
Ave,
AM Peak Hour
Intersection
Movement/Approach
Delay (sec/veh)
LOS
EB Left
EB Thru
149.1
10.5
NW 7`1
Street.&
Blue
Lagoon
Drive
EB Approach
28.2
WB Thru & Right
23.3
WB Approach
23.3
SB Left
323.3
SB Approach
Intersection
323.3
79.4
Table 22 demonstrates 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 conditions (Tables 4 & 5) without the 7BL Project's generated
traffic.
Table 23: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) - Access NW 7th Street & NW 4791 Ave.
(PM)
Projected year 2023 With Proposed Project Access NW 7th Street & NW 476 Avenue
PM Peak Hour
Intersection
Movement/Approach
Delay (sec/veh)
LOS
NW7thSt
& Blue
Lagoon
EB Left
629.0
F
EB Thru
9.8
A
EB Approach
169.5
F
WBThru&Right
32.3
C
WB Approach
32.3
C
SB Left
122.1
F
SB Approach
122.1
F
Intersection
101.2
F
SW 7th Street/Blue Lagoon Drive, Miami -Dade County
Page 20
•
•
•
•
•
•
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 7th 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 7BL 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.
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 7th Street, west of NW 42" 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) = 28,100 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
•
•
•
•
•
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 7th 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 7BL 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.
Existing
Veh per
Hour
Blue SB
La•oon Dr. a..roach
With 7BL
Project
Veh per
Hour
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
364
160.0%
VEHICULAR TRAFFIC VOLUMES
PM Peak Hour
Access via NW 7th St.
Existing
Veh per
Hour
66
With 7BL
Project
Veh per
Hour
286
PM Peak Hour
Access via NW 7th St. & NW 47th Ave.
With 7BL
Existing
Project
Veh per
Veh per
Hour
Hour
Impact
66
240
263.6%
Table 25: Vehicular Delay Comparison.
VEHICULAR DELAY
AM Peak Hour
Access via NW 7th St.
Existing
Seconds per
Veh
Blue
Lagoon SB
Drive a' a roach
With 7BL
Project
Seconds per
Veh
287.1%
AM Peak Hour
Access via NW 7th St. & NW 47`h Ave.
With 7BL
Existing
Project
Seconds per
Seconds per
Veh
Veh
Impact
56.8
136.3
140.0%
SW 7th Street/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.
Existing
Seconds per
Veh
42.2
With 7BL
Project
Seconds per
Veh
107.9
155.7
PM Peak Hour
Access via NW 7th St. & NW 47'h Ave.
With 7BL
Existing
Project
Seconds per
Seconds per
Veh
Veh
Impact
42.2
74.3
76.1%
Table 26: Level of Service Comparison.
LEVEL OF SERVICE (LOS
AM Peak Hour
Access via NW 7th St.
Existing
LOS
Existing
LOS
With 7BL
Project
LOS
AM Peak Hour
Access via NW 7th St. & NW 47'h Ave.
Existing
LOS
With 7BL
Project
LOS
Impact
E
F
ETOF
LEVEL OF SERVICE (LOS)
With 7BL
Project
LOS
D TO F
PM Peak Hour
Access via NW 7th St. & NW 47th Ave.
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
Groups Printed- Unshifted - Ban
File Name : TMC Data
Site Code : 00000013
Start Date : 6/19/2018
Page No : 1
Southbound
Westbound
Northbound
Eastbound
Start Time
Right I Thru I Left I Peds I
npq. Tokli
Right I Thru I Left I Peds I
Am Total
Right I Thru I Left I Peds I
App. T.bi
Right I Thru I Left I Peds I
,.Tome
Int. Tot&
07:00 AM
31 8
21
0
60
21 77
0
1
99
0 0
0
0
0
0 168
8
0
176
335
07:15AM
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
07:45AM
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
08:15 AM
08:30 AM
08:45 AM
Total
*** BREAK ***
04:00 PM
04:15 PM
04:30 PM
04:45 PM
Total
05:00 PM
05:15 PM
05:30 PM
05:45 PM
Total
Grand Total
Apprch %
Total
Unshifted
% Unshifted
Bank 1
% Bank 1
22 0 14 5 41
17 0 16 2 35
13 0 20 3 36
24 0 19 0 43
76 0 69 10 155
10 0 12 2 24
10 0 11 0 21
14 0 5 3 22
8 0 4 3 15
42 0 32 8 82
12 0 8 1 21
6 0 5 2 13
7 0 7 1 15
11 0 10 0 21
36 0 30 4 70
247 8 192 24 471
52.4 1.7 40.8 5.1
2.6 0.1 2 0.3 5
247 8 192 22 469
100 100 100 91.7 99.6
0 0 0 2 2
0 0 0 8.3 0.4
O 209 0 7 216
4 251 0 3 258
4 260 0 7 271
1 216 0 0 217
9 936 0 17 962
15 306 0 1 322
12 329 0 7 348
5 285 0 2 292
9 296 0 6 311
41 1216 0 16 1273
20 256 0 7 283
12 315 0 2 329
18 318 0 5 341
9 346 0 2 357
59 1235 0 16 1310
177 4089 0 53 4319
4.1 94.7 0 1.2
1.9 43.6 0 0.6 46.1
177 4054
100 99.1 0 84.9 99
O 35 0 8 43
0 0.9 0 15.1 1
0 0 0 1 1
0 0 0 0 0
0 0 0 1 1
0 0 0 0 0
0 0 0 2 2
0 0 0 0 0
0 0 0 0 0
0 0 0 1 1
0 0 0 0 0
0 0 0 1 1
0 0 0 1 1
0 0 0 0 0
O 0 0 2 2
0 0 0 1 1
0 0 0 4 4
0 0 0 7 7
O 0 0 100
0 0 0 0.1 0.1
0 0 0 71.4 71.4
O 0 0 2 2
0 0 0 28.6 28.6
O 267 5 1 273
O 301 6 1 308
O 310 5 7 322
0 282 6 2 290
O 11so 22 11 1193
O 245 13 1 259
O 272 15 0 287
O 283 9 0 292
O 294 18 1 313
O 1094 55 2 1151
O 265 9 0 274
0 273 22 1 296
O 276 26 0 302
0 284 19 0 303
O 1098 76 1 1175
O 4381 175 15 4571
O 95.8 3.8 0.3
O 46.8 1.9 0.2 48.8
4347
O 99.2 100 80 99.2
O 34 0 3 37
O 0.8 0 20 0.8
531
601
630
550
2312
605
656
607
639
2507
579
638
660
682
2559
9368
99.1
84
0.9
•
•
•
•
•
•
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
Southbound
Westbound
Northbound
Eastbound
Start
Time
Right
g
Thru Left
Peds
App. Total
Right
Thru
Left Peds
App. rori
Right
Thru Left
Peds
•o,.,ori
Right
Thru Left
Peds
App. Total
int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Be ins at 07:45 AM
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
08:15AM
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
% App. 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
150
15
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
O
c
0
0
Al CO
0
N
N
uI
N
m CO
N
00
0
0
Nr 0
N
N0
u,—
n
m
0 0
O
n«
0
NJ
L-�
.c +
V
a
Out
39
0
39
In Total
150
2
52
189
2
191
74
0
0
0
66
0
10
2
74
0
66
12
Right Thru Left Peds
Peak Hour Data
North
Peak Hour Begins at 07:45 AN
Unshifted
Bank 1
Left Thru Right Peds
0
0
0
0
0
0
0
0
0
2
0
0
Out
0
2
2
In Total
4
S
r-
01
0 a
0
0 0
0
00
0 CO
N
0w
O
0 A
N_
J
0 J
0
5
N
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
Southbound
Westbound
Northbound
Eastbound
Start
Time
Right
g
Thru
Left
Peds
A„ Tow
Right
9
Thru
Left Peds
App. Toes
Right
Thru Left
Peds
w,,.,,mi
Right
Thru
Left
Peds
A,,. Tow
Int. Total
Peak Hour Analys's From 12:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
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
% App. 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
P H F
.750
.000
.750
.500
.833
.738
.892
.000
.571
.917
.000
.000
.000
.500
.500
.000
.967
.731
.250
.969
.938
Unshifted
36
0
30
4
70
59
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
Bank 1
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
O
N
r-
N.
N
(0 0
N
Cr, 0,
CO
CO
0
0 0
O
0
0
4-
H
a,
Out
135
0
135
In Total
70
0
70
205
0
205
36
0
0
0
30
0
4
0
36
0
30
4
Right Tr Left Peds
Peak Hour Data
I
North
Peak Hour Begins at 05:00 PM
Unshifted
Bank 1
17 I r
Left Thru Right Peds
0
0
0
0
0
0
3
0
0
0
4
0
0
0
Out
3
4
3
4
In Total
t0'
0 c0
CO J
00
01-
0)
f0 t0
0
N
—+t0
N
CO
N
N CP
N 0)
0
•
•
•
Submitted into the public
record for item(s) PZ.8
on 10/25/18, City Clerk
•
Appendix B
ITE Trip Generation Tables
•
•
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
Trip Generation per Dwelling Unit
Average Rate
Range of Rates
Standard Deviation
4.20
3.00 - 6.45
2.32
Data Plot and Equation
T = Average Vehicle Trip Ends
4,000
3,000
2,000
1,000
0
X
X
X
X
X
100 200 300 400 500 600 700 800 900 1000
X = Number of Dwelling Units
X Actual Data Points Fitted Curve ' Average Rate
Fitted Curve Equation: Ln(T) = 0.83 Ln(X) + 2.50 R2 = 0.82
Trip Generation, 9th Edition • Institute of Transportation Engineers 375
•
High -Rise Apartment
(222)
Submitted into the public
record for item(s) PZ.8
on 10/25/18, City Clerk
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
Data Plot and Equation
T Average Vehicle Trip Ends
X Actual Data Points
0 100 200 300 400 500 600
X = Number of Dwelling Units
Fitted Curve
Fitted Curve Equation: Ln(T) = 0.99 Ln(X) -1.14
700 800 900 1000 1100
Average Rate
R2 = 0.68
376 Trip Generation, 9th Edition • institute of Transportation Engineers
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 and Equation
T Average Vehicle Trip Ends
100
X Actual Data Points
200 300 400 500 600
X = Number of Dwelling Units
Fitted Curve
Fitted Curve Equation: T = 0.32(X) + 12.30
700 800 900 1000
Average Rate
Rzr.0.92
1100
Trip Generation, 9th Edition • Institute of Transportation Engineers 377
•
•
•
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 Occupied Room
Average Rate
Range. of Rates
Standard Deviation
8.92
4.14 - 17.44
6.04
Data Plot and Equation
Caution - Use Carefully - Small Sample Size
T = Average Vehicle Trip Ends
4,000
3,000
2,000
1,000
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 Average Rate
Fitted Curve Equation: Not given R2 = +.".
604 Trip Generation, 9th Edition • Institute of Transportation Engineers
Submitted into the public
record for item(s) PZ.S
on 10/25/18, City Clerk
Hotel
(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 Generation per Occupied Room
Average Rate
Range of Rates
Standard Deviation
0.67
0.35 - 1.10
0.84
Data Plot and Equation
T = Average Vehicle Trip Ends
500
400
300
200
100
0
x
X
X
X
X
X
X
X
100
X Actual Data Points
200 300 400 500
X = Number of Occupied Rooms
Fitted Curve Average Rate
R2 = 0.69
Fitted Curve Equation: T = 0.78(X) - 29.80
•
•
TripGeneration 9th Edition • Institute of Transportation Engineers 605•
P
Hotel
(310)
Submitted into the public
record for item(s) PZ.8
on 10/25/18, City Clerk
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
Trip Generation per Occupied Room
Average Rate
Range of Rates
Standard Deviation
0.70
0.25 - 1.11
0.87
Data Plot and Equation
T = Average Vehicle Trip Ends
500
400
300 "
200
100
0
X
X
x X
x
x
x
x
x
X
0 100 200 300 400 500
X = Number of Occupied Rooms
X Actual Data Points Average Rate
Fitted Curve Equation: Not Given R2 = .•••
606 Trip Generation, 9th Edition • Institute of Transportation Engineers
Submitted into the public
record for item(s) PZ.8
on 10/25/18, City Clerk
Appendix C ID
LOS Analysis Reports
•
•
•
•
•
Submitted into the public
record for item(s) PZ.8
on 10/25/18, City Clerk
Existing Conditions AM
4\ \O. 4/
Lane Group EBL EBT WBT WBR SBL SBR
Page 1
Lane Configurations 'i TT T1a Y
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 1 2 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 10/25/18, City Clerk
Existing Conditions AM Page 2 40
_A -O. 4- k \11 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) 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 Capacity Utilization 135.8%
Analysis Period (min) 15
Splits and Phases: 3:
Intersection LOS: B
ICU Level of Service H
401 ►oz
Existing Conditions AM 6/19/2018 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. (AM) Page 1
4- t b 4/
Lane Group EBL EBT WBT WBR SBL 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
Fit 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
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 Cl+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 1 2 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
\* 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 Capacity Utilization 143.5%
Analysis Period (min) 15
Splits and Phases: 3:
Intersection LOS: D
ICU Level of Service H
4-
-4 01 2
I ;a .1 MOW 7
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
--. ♦- t ti d
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations ''f TT Ti+ 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 1 2 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. and NW 47 Ave. (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. and NW 47 Ave. (AM)
' - 4- k \ .✓
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) 20.5 139.0 114.0 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
Page 2 •
Area Type:
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 Capacity Utilization 143.5%
Analysis Period (min) 15
Splits and Phases: 3:
Other
Intersection LOS: D
ICU Level of Service H
With Proposed Project Access NW 7th St. and NW 47 Ave. (AM) 6/27/2018 Baseline
Synchro 9 Report 40
Page 2