HomeMy WebLinkAboutTraffic Impact Analysis I•
•
•
PREMIERE TOWERS
BRICKELL VILLAGE
MAJOR USE SPECIAL PERMIT
TRAFFIC IMPACT ANALYSIS
Prepared for:
BAP DEVELOPMENT, INC.
Prepared by:
Jackson M. Ahlstedt, PE
September 7, 2004
PREMIERE TOWERS
TRAFFIC IMPACT ANALYSIS
Prepared for
BERMELLO AJAMIL & PARTNERS
2601 South Bayshore Drive
10th Floor
Miami, Florida 33133
by
Jackson M. Ahlstedt, P.E.
46 N.W. 94th Street
Miami Shores, Florida 33150
(305) 754-8695
JUNE 2004
Jackson M. Ahlstedt, P.E.
Florida Registration #28258
•
•
•
TABLE OF CONTENTS
1.0 INTRODUCTION 1
2.0 PURPOSE OF STUDY 3
3.0 STUDY AREA 3
4.0 EXISTING CONDITIONS 5
4.1 EXISTING ROADWAY CONDITIONS 5
4.2 EXISTING SIGNAL TIMING 7
4.3 EXISTING TRAFFIC COUNTS 8
4.3.1 PEAK HOURS 16
4.3.2 PREVAILING TRAFFIC CONDITIONS 20
4.4 MASS TRANSIT 21
4.5 EXISTING LEVEL OF SERVICE 21
5.0 TRIP GENERATION 24
6.0 TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT 26
7.0 PROGRAMMED AND PLANNED ROADWAY IMPROVEMENTS 29
8.0 FUTURE TRAFFIC CONDITIONS WITHOUT THE PROJECT 30
9.0 FUTURE CONDITIONS WITH PROJECT TRAFFIC 38
10.0 ON -STREET PARKING 42
11.0 PEDESTRIANS 42
12.0 PROJECT SITE PLAN 42
12.1 PROJECT DRIVEWAYS 42
12.2 PROJECT LOADING DOCK 43
12.3 PEDESTRIAN ACCESS 43
13.0 CONCLUSIONS 44
•
•
•
LIST OF TABLES
TABLE 1
PROJECT DATA 1
TABLE 2
YEAR 2003 AVERAGE ANNUAL DAILY TRAFFIC (AADT)
VOLUMES IN VEHICLES PER DAY (VPD) 8
TABLE 3
YEAR 2003 WEEKLY ADJUSTMENT FACTORS 9
TABLE 4
YEAR 2003 WEEKLY AXLE ADJUSTMENT FACTORS 10
TABLE 5
SEASONAL ADJUSTMENT FACTORS 10
TABLE 6
EXISTING TRAFFIC
MIAMI AVENUE BETWEEN S 8TH STREET AN❑ S 9TH STREET 12
TABLE 7
EXISTING TRAFFIC
SW 1ST AVENUE BETWEEN S 8TH AND S 9TH STREETS 13
TABLE 8
EXISTING TRAFFIC
SW 19TH STREET BETWEEN MIAMI AVENUE & SW 1ST AVENUE 14
TABLE 9
EXISTING AM & PM PEAK HOUR INTERSECTION VOLUMES 15
TABLE 10
EXISTING INTERSECTION LEVEL OF SERVICE
WEEKDAY PEAK HOUR CONDITIONS 23
TABLE 11
EXISTING LINK LEVEL OF SERVICE 23
TABLE 12
PROJECT TRAFFIC 24
TABLE 13
FINAL EXTERNAL PROJECT TRAFFIC 25
TABLE 14
PEAK HOUR PROJECT TRIP DISTRIBUTION 27
TABLE 15
PROGRAMMED AND PLANNED IMPROVEMENTS 29
TABLE 15
PEAK HOUR GROWTH RATES 31
TABLE 17
PEAK HOUR GROWTH RATES 32
TABLE 18
FDOT PROJECTED AADT GROWTH RATES 33
TABLE 19
FUTURE PEAK HOUR INTERSECTION VOLUMES WITHOUT PROJECT 35
•
•
•
LIST OF TABLES (continued)
TABLE 20
FUTURE INTERSECTION LOS W/O PROJECT
WEEKDAY PEAK HOUR CONDITIONS 36
TABLE 21
FUTURE LINK LEVEL OF SERVICE WITHOUT PROJECT 36
TABLE 22
FUTURE PEAK HOUR INTERSECTION VOLUMES WITH PROJECT 39
TABLE 23
FUTURE INTERSECTION LOS WITH PROJECT
WEEKDAY PEAK HOUR CONDITIONS 40
TABLE 24
FUTURE LINK LEVEL OF SERVICE WITH PROJECT 40
TABLE 25
AM AND PM PEAK HOUR DRIVEWAY VOLUMES 43
TABLE 26
INTERSECTION LEVEL OF SERVICE SUMMARY
WEEKDAY PEAK HOUR CONDITIONS 45
•
•
•
LIST OF FIGURES
FIGURE 1
PROJECT LOCATION 2
FIGURE 2
STUDY AREA 4
FIGURE 3
PEAKING CHARACTERISTICS
MIAMI AVENUE BETWEEN S 8TH STREET & S 9TH STREET 17
FIGURE 4
PEAKING CHARACTERISTICS
SW 1ST AVENUE BETWEEN SW 8TH STREET & SW 9TH STREET 18
FIGURE 5
PEAKING CHARACTERISTICS
SW 9TH STREET BETWEEN MIAMI AVENUE & SW 1ST AVENUE 19
FIGURE 6
EXISTING LEVELS OF SERVICE 22
FIGURE 7
AM AND PM PEAK HOUR PROJECT TRAFFIC 28
FIGURE 8
FUTURE LEVELS OF SERVICE WITHOUT PROJECT 37
FIGURE 9
FUTURE LEVELS OF SERVICE WITH PROJECT 41
•
•
•
EXECUTIVE SUMMARY
The proposed Premiere Towers project is a mixed use project consisting of approximately
560 dwelling units, 106,000 SF of office space, and 21,000 SF of retail space. The project
includes approximately 1,050 on -site parking spaces.
The site is located at 29, 35, 37, 55-57, and 59 SW 9th Street; and, 824 and 850 South
Miami Avenue in the City of Miami. Currently, the site is primarily vacant, however it does
include a 6 dwelling unit apartment building and a 38 dwelling unit apartment building.
The project will result in a net increase of approximately 139 vehicles per hour in the AM
peak hour and 148 vehicle per hour in the PM peak hour. Based upon existing traffic count
data, the AM volume is approximately 29% of the combined total AM peak hour volume on
Miami Avenue and SW 1st Avenue. The PM volume is approximately 22% of the combined
total PM peak hour volume on Miami Avenue and SW lst Avenue.
Vehicular access to the site is restricted to a two-way driveway connecting to SW 9th
Street.
Two types of level of service analysis were conducted. The first type of analysis included
Intersection and roadway Zink level of service analysis. The second type of analysis
consisted of transportation facilities LOS analysis.
For purposes of identifying the specific localized impacts of the project, level of service
analysis was conducted for the existing year 2004 conditions, and future conditions in the
year 2006 with and without the project. These analyses included Zink and intersection level
of service analysis.
The results from the intersection analysis and the roadway link analysis, indicate that, with
or without the project, by the year 2006 there will be a noticeable deterioration in the level
of service on the roadways in the area. Although modified signal timing may be
appropriate, in and of itself it will not mitigate the impacts of development in the area.
Finally, the transportation facility level of service analysis, provided in Appendix D, clearly
indicates that there is sufficient transportation facility capacity to accommodate the
proposed project.
•
•
•
1.0 INTRODUCTION
The Premiere Towers is a single phase development consisting of condominiums, retail
and office space and parking. As shown in Figure 1, the site is located on the north side
of SW 9th Street between Miami Avenue and SW 1st Avenue. The proposed development
program is summarized in Table 1.
TABLE 1
PROJECT DATA
USE
TYPE
QUANTITY
UNITS
RESIDENTIAL
CONDOMINIUM
560
DU
COMMERCIAL
OFFICE
106,000
SF
RETAIL
21,000
SF
PARKING
1,050
SPACES
Primary vehicular access to the site consists of a two-way driveway connecting to SW 9th
Street. Loading dock access is via SW 9th Street.
For purposes of this traffic impact analysis, build -out has been estimated to occur by the
year 2006.
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 1
•
•
•
SW 7th St
SW 8th St
SW 41h Ave
a)
Q '
r
f �
._J 1-1- -- - -
0- t
�: 1
I-- -- ��
J E
LIJ
'� 2 a..t__--- SE 5th St tut 1 '
__t_
(! < 1 SE6thSt
I /
"SE 1st St
SE 2nd St
SE 3rd St
SE 4th St
VJ�.5
SW 2nd
SITE
/ BISCAYNE BAY
• LEGEND
1111 Metroraii Station to Metromover Station
Ni
FIGURE 1
PROJECT LOCATION
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 2
•
•
•
2,0 PURPOSE OF STUDY
The primary purpose of this study is to assess the impacts of vehicular traffic on
intersections and roadways within the study area due to the proposed development by
conducting a roadway link and intersection level of service analysis. In addition, the report
provides a general assessment of project impacts on parking and pedestrians. Specific
items discussed are as follows:
■ Determination of existing traffic volumes and levels of service for major roadways
within the study area;
• Estimation of the number of trips generated by the proposed project and the
distribution of these trips within the study area network.
• Estimation of future background and project traffic conditions and levels of service;
■ Determination of whether the transportation impacts of the proposed project exceed
the City of Miami concurrency standards, and solutions to mitigate any adverse
impacts;
■ Determination of project impacts on on -street parking; and,
• Determination of project impacts on pedestrians.
3.0 STUDY AREA
The study area's boundaries were defined to include: the Miami River as the northern
boundary, S 15th Road as the southern boundary, Biscayne Bay as the eastern boundary,
and 1-95 as the western boundary.
Figure 2 shows the intersections and roadway links which are most significant to the
project. These include the following intersections:
SW 7thl8th Street and Miami Avenue
SW 7th/8th Street and SW 1st Avenue
SW 9th Street and Miami Avenue
SW 9th Street and SW 1st Avenue
Coral Way and Miami Avenue
Coral Way and SW 1st Avenue
The roadway links include the following:
SE/SW 7th/8th Street between Brickell Avenue and 1-95
Miami Avenue/SW 1st Avenue between the Miami River and Coral Way
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22. 2004
Page 3
•
•
•
SW 7th St
SW 8th St
Nagler St
SE 1st St
SE 2nd St
SE 3rd St
SE 4th St _'
SITE
BISCAYNE BAY
LEGEND
■ Metrorail Station s Metromover Station
1
N
NTS
FIGURE 2
STUDY AREA
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 4
•
•
•
4.0 EXISTING CONDITIONS
The study area was surveyed to observe existing traffic conditions, identify parking
locations, identify traffic count locations, and to collect traffic count data.
4.1 EXISTING ROADWAY CONDITIONS
This section describes the characteristics of selected roadways in the study area. Key
roadways in and/or near to the study area include Brickell Avenue, Miami Avenue, SW 1st
Avenue, SE/SW 7th/8th Streets, and Coral Way (SR-972). Of these roadways, Miami
Avenue and SW lst Avenue are by far the most significant roadways serving the proposed
project. Local access to the site is provided by SW 9th Street.
Brickell Avenue
Brickell Avenue (SR 5/US 1) is a four lane divided roadway orientated in a general
north/south direction. Traffic on Brickell Avenue is controlled by traffic signals at:
w
•
SE 5th Street
SE 7th Street
SE 8th Street
Coral Way
SE 15th Road
This equates to five signalized intersections within approximately three-quarters of a mile.
The posted speed limit is 30 mph. For purposes of analysis, Brickell Avenue was classified
as a State Two-way Arterial, Class IV.
Miami Avenue
From SE 12th Street north to the Miami River, South Miami Avenue is a one-way
northbound roadway. South of SE 12th Street Miami Avenue is two-way. Adjacent to the
site, Miami Avenue has two travel lanes plus a parking lane on the west side of the street.
The posted speed limit on Miami Avenue is 30 MPH. Traffic on Miami Avenue is controlled
by traffic signals at:
•
SW 7th Street
SW 8th Street
Coral Way
For purposes of analysis Miami Avenue was classified as a One-way, Non -State Roadway,
Major City/County Roadway.
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 5
•
•
SW 1st Avenue
North of Coral Way, SW lst Avenue is a one-way southbound. South of Coral Way to S
15th Road, SW 1st Avenue is a two-lane two-way roadway with metered parking on either
side. Traffic on SW 1st Avenue is controlled by traffic signals at:
•
SW 7th Street
SW 8th Street
Coral Way
SW 15th Road
A 15 MPH school zone is in effect from north of SW 12th Street to south of SW 14th Street
between 8 AM and 9 AM and 1:30 PM and 3:30 PM (Wednesday 2:30 PM).
This section of SW 1st Avenue terminates at SW 15th Road.
For purposes of analysis SW 1st Avenue was classified as a One-way, Non -State
Roadway, Major City/County Roadway.
SW/SE 7th Street (Southbound SR 90)
SWISE 7th Street (SR 90/Tamiami Trail) is a one-way roadway with three westbound
lanes. Traffic is controlled by traffic signals located at:
• Brickell Avenue
• Miami Avenue
• SW 1st Avenue
• SW 2nd Avenue
• SW 3rd Avenue
This equates to five signalized intersections within approximately one-half mile. The
posted speed limit is 30 mph. For purposes of analysis, SW/SE 7th Street was classified
as a State One-way Arterial, Class III.
SW/SE 8th Street (Eastbound SR 90)
SW/SE 8th Street (SR 90iTamiami Trail) is a one-way roadway with three eastbound lanes.
Traffic is controlled by traffic signals located at:
• Brickell Avenue
• SE 1st Avenue
• Miami Avenue
• SW 1st Avenue
• SW 2nd Avenue
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 6
•
•
•
• SW 3rd Avenue
This equates to four signalized intersections within approximately one-half mile. The
posted speed limit is 30 mph. For purposes of analysis, SW/SE 8th Street was classified
as a State One-way Arterial, Class HI.
Cora! Way (SR-972)
Coral Way is a four lane un-divided roadway with no median between 1-95 and Brickell
Avenue. Turn lanes are not provided at the intersections. Metered parking is provided on
either side of the street between Miami Avenue and SW lst Avenue. East of SW 2nd
Avenue, the posted speed limit on SW/SE 13th Street is 35 MPH. West of SW 2nd
Avenue the posted speed limit is 40 MPH. Traffic is controlled by traffic signals located at:
• Brickell Avenue
• Miami Avenue
• SW 1st Avenue
• SW 2nd Avenue
This equates to four signalized intersections within approximately one-half mile. The
posted speed limit is 30 mph. For purposes of analysis, Coral Way was classified as a
State Two-way Arterial, Class III.
A 15 MPH school zone is in effect from east of Miami Avenue to west of SW 1 Avenue
between 8 AM and 9 AM and 1:30 PM and 3:30 PM (Wednesday 2:30 PM).
SW 9th Street
Between SE 1st Avenue (Brickell Plaza) and Miami Avenue, SW 9th Street is a two-way,
two lane roadway with parking. West of Miami Avenue, between Miami Avenue and SW
1 st Avenue, SW 9th Street is a one lane one-way westbound roadway with metered
parking on either side. This section of SW 9th Street terminates at SW 1st Avenue. Traffic
on SW 9th Street is controlled by traffic stop signs. In concert with the Mary Brickell
Village project, currently under construction, it is planned that the section of SW 9th Street
between Miami Avenue and SW 1st Avenue will be made two-way.
4.2 EXISTING SIGNAL TIMING
Existing signal timing data for the signalized intersections to be analyzed was obtained
from the Miami -Dade County Traffic Control Center, This data was used in the intersection
capacity analysis to determine each intersection's level of service (LOS) and in the
roadway link analysis.
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 7
•
•
•
4.3 EXISTING TRAFFIC COUNTS
There are eight existing Florida Department of Transportation (FDOT) traffic count stations
location within or near the study area. ❑ata for these traffic count stations is summarized
in Table 2.
TABLE 2
YEAR 2003 AVERAGE ANNUAL DAILY TRAFFIC (AADT)
VOLUMES IN VEHICLES PER DAY (VPD)
FDOT
STA
LOCATION
DIRECTION-1
DIRECTION-2
TOTAL
86
SR 972/SE 13ST, 200' W SR
5/US-1
EB
7,300
WB
7,900
15,200
550
SR5/US-1 200' S MIAMI RIVER
BRIDGE
NB
14,500
WB
16,500
31,000
1035
SR 972/SW 3 AV, 200' NE OF SW
18 RD
EB
8,300
SB
9,400
17,700
1037
SR 972/SW 3 AV, 200' W OF SW
12 AVE
EB
15,500
WB
15,500
31,000
5041
SR5/US-1 200' S OF SE 13 ST
NB
11,500
SB
14,000
25,500
5042
SR5/US-1 200' S OF SE 8 ST/SR
90 TAMIAMI TRAIL
NB
14,000
SB
17,000
31,000
5090
SR 90/US-411SW 8 ST/ONE-WAY
EB, 200' W OF SR 5/US-1
EB
14,500
WB
14,500
5091
SR 90/US-41/SW 8 ST/ONE-WAY
WB, 200' W OF SR 5/US-1
WB
EB
10,000
10,000
Source: Florida Department of Transportation, Transportation Statistics Office.
Original 24 Hour machine traffic counts were taken the week of May 31, 2004 at the
following locations:
•
•
SW 9th Street between Miami Avenue and SW 1st Avenue
Miami Avenue between SW 8th Street and SW 9th Street
SW 1 st Avenue between SW 8th Street and SW 9th Street
The count program provided machine traffic counts (without vehicle classifications)
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 8
•
•
•
summarized every 15 minutes for a 24-hour period.
Machine traffic count data is summarized in Tables 6 thru 8, inclusive.
Turning movement counts were obtained as follows:
• At the intersection of SW 7th Street and Miami Avenue, on Tuesday, June 8, 2004
between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM.
• At the intersection of SW 8th Street and Miami Avenue, on Tuesday, June 8, 2004
between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM.
• At the intersection of SW 9th Street and Miami Avenue, on Tuesday, June 9, 2004
between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM.
• At the intersection of SW 7th Street and SW 1st Avenue, on Wednesday, June 9,
2004 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM.
• At the intersection of SW 8th Street and SW 1st Avenue, on Wednesday, June 9,
2004 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM.
This traffic count data, adjusted to reflect peak hour volumes for Average Annual Weekday
Traffic conditions is summarized in Table 9.
Weekly Volume Factors
Weekly volume factors to adjust raw count data to Average Annual Daily Traffic (AADT)
volumes were obtained from FDOT records for the year 2003. Rather than using county-
wide factors, Miami -Dade County South factors were used. These factors are shown in
Table 3.
TABLE 3
YEAR 2003 WEEKLY ADJUSTMENT FACTORS
WEEK
BEGIN DATE
END DATE
FACTOR
22
5/25/03
5/31/03
1.00
23
6/1/03
6/7/03
0.99
24
6/8/03
6/14/03
0.99
Source: Florida Department of Transportation, Transportation Statistics Office.
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 9
•
•
•
Axle Adjustment Factors
Weekly axle adjustment factors to adjust raw count data to Average Daily Traffic (ADT)
volumes were obtained from FDOT records for the year 2003, Rather than using county-
wide factors, factors for Brickell Avenue were used. These factors are shown in Table 4.
TABLE 4
YEAR 2003 WEEKLY AXLE ADJUSTMENT FACTORS
WEEK
BEGIN DATE
END DATE
FACTOR
22
5/25/03
5/31/03
0.98
23
611 /03
6/7/03
0.98
24
6/8103
6/14/03
0.98
Source: Florida Department of Transportation, Transportation Statistics Office.
Peak Season Adjustment Factors
Peak season adjustment factors were obtained from FDOT records for the years 2001
through 2003. Consistent with the FDOT 2002 Quality/Level of Service Handbook, the
median weekly factor for the thirteen highest consecutive weeks of the year (the peak
season) for each of the three years was determined. The peak season adjustment factor
was determined to be 1.017. These factors are shown in Table 5.
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 10
•
•
•
TABLE 5
SEASONAL ADJUSTMENT FACTORS
YEAR
FACTOR
2001
1.025
2002
1.016
2003
1.009
MEDIAN
1.017
Source of yearly data: Florida Department of Transportation, Transportation Statistics
Office.
The significance of the peak season adjustment factor is that it shows that there is less
than a 2% difference between average annual daily traffic and peak season traffic. This
is well within the ability to accurately measure and/or estimate traffic volumes. The
roadways in question are not seasonal roadways and average annual weekday conditions
are not significantly different than peak season conditions.
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 11
•
•
•
TABLE 6
EXISTING TRAFFIC
MIAMI AVENUE BETWEEN S 8TH STREET AND S 9TH STREET
RAW DATA
NORTHBOUND
SOUTHBOUND
2-WAY
ADT
6,968
0
6,968
AM PEAK HOUR
485
0
485
MID -DAY PK HR
619
0
619
PM PEAK HOUR
685
0
685
WEEKLY ADJUSTMENT FACTOR
1.00
AXLE ADJUSTMENT FACTOR
0.98
ADJUSTED DATA
NORTHBOUND
SOUTHBOUND
2-WAY
AADT
6,800
0
6,800
AM PEAK HOUR
480
0
480
MID -DAY PK HR
610
0
610
PM PEAK HOUR
670
0
670
PERCENTAGE OF
DAILY TRAFFIC
DIRECTIONAL DISTRIBUTION
NORTHBOUND
SOUTHBOUND
AADT
N/A
100%
0%
AM PEAK HOUR
7.06%
100%
0%
MID -DAY PK HR
8.97%
100%
0%
PM PEAK HOUR
9.85%
100%
0%
K(100)
10.02%
100%
0%
JACKSON M. AHLSTEDT, R.E.
PREMIERE TOWERS
June 22, 2004
Page 12
•
•
TABLE 7
EXISTING TRAFFIC
SW 1ST AVENUE BETWEEN S 8TH AND S 9TH STREETS
RAW DATA
NORTHBOUND
SOUTHBOUND
2-WAY
ADT
0
4,621
4,621
AM PEAK HOUR
0
440
440
MID -DAY PK HR
0
345
345
PM PEAK HOUR
0
416
416
WEEKLY ADJUSTMENT FACTOR
1.00
AXLE ADJUSTMENT FACTOR
0.98
ADJUSTED DATA
NORTHBOUND
SOUTHBOUND
2-WAY
AADT
0
4,500
4,500
AM PEAK HOUR
0
430
430
MID -DAY PK HR
0
340
340
PM PEAK HOUR
0
410
410
PERCENTAGE OF
DAILY TRAFFIC
DIRECTIONAL DISTRIBUTION
NORTHBOUND
SOUTHBOUND
AADT
N/A
0%
100%
AM PEAK HOUR
9.56%
0%
100%
MID -DAY PK HR
7.56%
0%
100%
PM PEAK HOUR
9.11%
0%
100%
K(100)
9.71%
0%
100%
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22. 2004
Page 13
•
•
TABLE 8
EXISTING TRAFFIC
SW 19TH STREET BETWEEN MIAMI AVENUE & SW 1ST AVENUE
RAW DATA
EASTBOUND
WESTBOUND
2-WAY
ADT
0
450
450
AM PEAK HOUR
0
32
32
MID -DAY PK HR
0
58
58
PM PEAK HOUR
0
33
33
WEEKLY ADJUSTMENT FACTOR
1.00
AXLE ADJUSTMENT FACTOR
Q.98
ADJUSTED DATA
EASTBOUND
WESTBOUND
2-WAY
AADT
0
400
400
AM PEAK HOUR
0
30
30
MID -DAY PK HR
0
60
60
PM PEAK HOUR
0
30
30
PERCENTAGE OF
DAILY TRAFFIC
DIRECTIONAL DISTRIBUTION
EASTBOUND
WESTBOUND
AADT
N/A
0%
100%
AM PEAK HOUR
7.50%
0%
100%
MID -DAY PK HR
15.00%
0%
100%
PM PEAK HOUR
7.50%
0%
100%
K(100)
15.25%
0%
100%
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22. 2004
Page 14
• • •
'3"d `1a iS1Htl "W NOS)1OVf
INTERSECTION
S MIAMI AVE & S 8 ST
S MIAMI AVE & S 7 ST
SW 1 AVE & S 7 ST
SW 1 AVE & S 8 ST
CORAL WAY & SW 1 AVE
CORAL WAY & MIAMI AVE
INTERSECTION
S MIAMI AVE & S 8 ST
S MIAMI AVE & S 7 ST
SW 1 AVE & S 7 ST
SW 1 AVE & S 8 ST
CORAL WAY & SW 1 AVE
CORAL WAY & MIAMI AVE
TABLE 9
EXISTING AM & PM PEAK HOUR INTERSECTION VOLUMES
EASTBOUND
LEFT THRU RIGHT
348 1,673 0
0 0 0
0 0 0
0 1,869 260
0 1,017 34
331 776 46
EASTBOUND
AM PEAK HOUR
WESTBOUND
LEFT THRU RIGHT
0 0 0
0 486 28
63 665 0
0 0 0
15 331 0
5 304 101
NORTHBOUND SOUTHBOUND
LEFT THRU RIGHT LEFT THRU RIGHT
0 348 61 0 0 0
167 435 0 0 0 0
0 0 0 0 237 82
0 0 0 157 143 0
16 0 16 93 66 175
20 309 53 24 61 23
PM PEAK HOUR
WESTBOUND
NORTHBOUND
SOUTHBOUND
LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT
230 737 0 0 0 0 0 651 28 0 0 0
0 0 0 0 996 55 538 344 0 0 0 0
0 0 0 93 1,561 0 0 0 0 0 271 225
0 877 120 0 0 0 0 0 0 81 283 0
0 446 49 14 1,028 0 81 0 21 55 125 302
96 413 40 21 895 136 55 142 31 12 125 168
Source: Original traffic counts taken June 8 or 9, 2004. Coral Way Intersections traffic taken from Infinity Traffic
Impact Study.
Notes:
1, Data has been adjusted to reflect AM and PM peak hour volumes for Average Annual Weekday Traffic
conditions.
2. Coral Way intersections traffic from Table 10 of Infinity Traffic Impact Study has been escalated by 4% to
reflect estimated 2004 conditions.
•
•
•
4.3.1 PEAK HOURS
This section identifies characteristics of existing peak hour traffic in the study area. These
characteristics include AM and PM peak hours, Planning Analysis Hour Factor (Kloo)
factors and Directional Distribution (D) factors.
Miami Avenue
The peaking characteristics of Miami Avenue between SW 8th Street and SW 9th Street
are presented graphically in Figure 3. As can be seen from Figure 3, this section of Miami
Avenue experiences the following three peaks.
• An AM Peak of approximately 7.06% beginning at 8:15 am
• A mid -day peak of approximately 8.97% beginning at 1:15 pm
• A PM Peak of approximately 9.85% beginning at 5:00 pm
The K100 for this section of roadway was estimated to be 10.02%. The D factor for this
section of roadway was estimated to be 100.00%.
SW 1st Avenue
The peaking characteristics of SW 1st Avenue between SW 8th Street and SW 9th Street
are presented graphically in Figure 4. As can be seen from Figure 4, this section of SW
lst Avenue experiences the following three peaks.
• An AM Peak of approximately 9.56% beginning at 8:15am
• A mid -day peak of approximately 7.56% beginning at 1:15 pm
• A PM Peak of approximately 9.11 % beginning at 5:00pm
The K100 for this section of roadway was estimated to be 9.71%. The D factor for this
section of roadway was estimated to be 100.00%.
SW 9th Street
The peaking characteristics of SW 9th street between Miami Avenue and SW '1st Avenue
are presented graphically in Figure 5. As can be seen from Figure 5, this section of SW
9th Street experiences the following three peaks.
• An AM Peak of approximately 7.50% beginning at 8:30 am
• A mid -day peak of approximately 15.00% beginning at 11:30am
• A PM Peak of approximately 7.50% beginning at 3:15pm
The K100 for this section of roadway was estimated to be 15.25%. The D factor for this
section of roadway was estimated to be 100.00%,
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 16
•
•
•
10,00%
MIAMI AVENUE
BETWEEN S 8TH STREET & S 9TH STREET
8.O0% ..
2,00%
0
0:00 5:00
Lir
.r
1
10 00 15:00
HOUR BEGINING
20 00
FIGURE 3
PEAKING CHARACTERISTICS
MIAMI AVENUE BETWEEN S 8TH STREET & S 9TH STREET
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 17
•
•
•
SW 1ST AVENUE
BETWEEN SW 8TH STREET & SW 9TH STREET
io 00°/0
8.00%
0
LL
)- 6.00%
4Z
0
LL
0
ILJ
(-9 4.00%
2.00%
4
4
S.
If 44 I
eat. j.
0
0:00
4-44
rad
1
fi
5:00
1
10 00 1500
HOUR BEGINING
20 00
FIGURE 4
PEAKING CHARACTERISTICS
SW 1ST AVENUE BETWEEN SW 8TH STREET & SW 9TH STREET
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 18
•
•
•
14.00%
12.00%
0
LL, i0.00%
>-
_J
Tt 8.00%
0
u.
0
6.00%
0 4.00%
0.
Z00%
0
SW 9TH STREET
BETWEEN MIAMI AVENUE & SW 1ST AVENUE
\
,
IL
I
\
I
.
j
41
4
.1,
I
-
1
t4
\
4
4,•
"4+04.444446k.:41
1
'
,li
I
i
1P
\
' k
441
44
I
I
1
_
0:00 5:00 1000 15 00
HOUR BEGINING
20 00
FIGURE 5
PEAKING CHARACTERISTICS
SW 9TH STREET BETWEEN MIAMI AVENUE & SW 1ST AVENUE
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 19
•
•
•
4.3.2 PREVAILING TRAFFIC CONDITIONS
This section describes the traffic conditions on selected roadways and at selected
intersections in the study area.
Miami Avenue
Traffic flow on Miami Avenue is good.
SW 1st Avenue
Traffic flow on SW 1st Avenue is good. Congestion around the school is notable during
school zone hours.
SE/SW 7th and 8th Streets
Although heavy during peak hours, traffic flow on the sections of SE/SW 7th and 8th
Streets in the study area is reasonably acceptable. Congestion is most notable at Brickell
Avenue. During peak hour conditions queues extend back from the signalized
intersections
SW 9th Street
Due to the minimal amount of traffic, traffic flow on SW 9th Street is good. Violations of the
one-way westbound restriction were noted during peak hours.
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 20
•
•
•
4.4 MASS TRANSIT
The site is served by a significant mass transit network.
There are several MetroBus routes serving the study area including routes 6, 8, 24, 48, 95,
and B.
MetroRail and Metromover also serve the study area.
The closest Metromover station is the Eight Street Station located at 59 SE 8th Street.
This station is approximately one and one-half blocks from the proposed project.
Each Metromover car has a seated capacity of 12 people. Cars are operated in pairs.
Metromover vehicles operate on 150 second headways.
The closest MetroRail station is the Brickell Station located at 1001 SW lst Avenue.
4.5 EXISTING LEVEL OF SERVICE
Each of the selected intersections were analyzed to determine their level of service. The
Highway Capacity Manual (HCM) 2000 methodology based Highway Capacity Software,
HCS Version 4.1d was used. The results are shown in Table 10 and on Figure 6. The
intersection level of service analyses are included in Appendix A.
Link analyses, based upon AM and PM peak hour directional volumes, were also
performed using the Highway Capacity Manual (HCM) 2000 methodology based Highway
Capacity Software, HCS Version 4.1d. The results of these analyses are summarized in
Table 11.
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 21
SW7thS
SW 8th St
t.ct
co
c
co
SE 3rd St
SE 4th St
—MIAMI RIVE
LEGEND
AM
PM
SIGNALIZED
INTERSECTION LOS
AM/PM LINK LOS
FIGURE 6
EXISTING LEVELS OF SERVICE
BISCAYNE BA`
N
NTS
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 22
•
•
•
TABLE 10
EXISTING INTERSECTION LEVEL OF SERVICE
WEEKDAY PEAK HOUR CONDITIONS
u "",�7'`."� {i�ix'L
.vim^
arr'" s` .. L�
< r r C �£Y'.s
?;,,�s,{j�i'3""%✓i^S s`j
�'.�.3urs4rawr s' Yl<'.saG x� {a, ''�+w,."`b
��r35s',"^�.M .tX.ss.¢'�-+n' 9.'�,. >��
?e�`'✓ia,"..`.v"'S'`67>".
�
'� rw`^"1'zn�;�
. .aw-s'-
.�,
"'^,'%';T,�"�...'�`- `'a r" , E 3v s''`'`"�+,M.svt3Tr$..
�`+ s' ¢T
z.�
�'r"'
`--+FX
1`ti �'�n;. .r 9-E�Y.�v.�.:e `�:rN
:x d� �,: 4
„':1 �`"Y�•.��
4 v' «'3
.=.,. w.. �,.In L".. �,.�✓•�`"G`� �.... �-
.�'1�
Sy'±"'
^..y
.a w�.. .. .._.r .".3L. ��-J.,°,sv ✓':, .,.
1..r�''...
S MIAMI AVE & S 8 ST
B
C
S MIAMI AVE & S 7 ST
B
C
SW1AVE&S7ST
C
C
SW 1 AVE&S8ST
B
B
CORAL WAY & SW 1 AVE
B
B
CORAL WAY & MIAMI AVE
C
B
.............._._
SW 8th Street
TABLE 11
EXISTING LINK LEVEL OF SERVICE
SW 2nd Avenue
Miami Avenue
E
F
Miami Avenue S 15th Road
SW 7th Street
D
D
SW 7th Street
Brickell Avenue SW 1st Avenue
F
E
SW 1st Avenue
SW 3rd Street Coral Way
D
D
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22. 2004
Page 23
•
•
•
5.0 TRIP GENERATION
The total number of vehicular trips generated by the project was determined for the AM and
PM peak hours using the institute of Transportation Engineers (ITE) publication, Trip
Generation, 7th Edition. The number of vehicular trips generated by the project was based
on the total number of condominium units, using data for ITE Land Use Code 230; plus the
total square footage of office, using data for ITE Land Use Code 710; plus the total square
footage of retail space, using data for ITE Land Use Code 814. These trips are the total
number of vehicular trips generated by the project before adjusting for internalized trips
and pedestrian and mass transit trips.
CONDOM
560
TABLE 12
PROJECT TRAFFIC
106,000
SF
WEEKDAY
IN
1,388
698 468 2,554 VPD
OUT
1,388
698
468
2,554
VPD
TOTAL
2,776
1,395
936
5,107
VPD
AM PEAK HOUR OF ADJACENT STREET
IN
35
173
69
277
VPH
OUT
170
24
75
268
VPH
TOTAL
205
197
144
545
VPH
PM PEAK HOUR OF ADJACENT STREET
IN
165
34
32
231
VPH
OUT
TOTAL
81
164
40
286
VPH
247
198
72
516
VPH
The first adjustment to the trips shown in Table 12 was made to account for internalization
of trips in a mixed use development. Using techniques documented in the ITE publication
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 24
•
•
•
Trip Generation Handbook, March 2001 it was determined that on a daily basis
approximately 5% of the trips shown in Table 12 would be internal trips. For the PM Peak
Hour it was determined that approximately 5% of the trips shown in Table 13 would be
internal trips.
The second adjustment to the trips shown in Table 12 was made to account for vehicle
occupancy, modal splits and pedestrian and bicycle activity. Consistent with the
Downtown Miami DRI Increment II Transportation Analysis, this reduces external vehicle
trips by 45%. These person trips will not negatively affect traffic conditions, and therefore,
are not included in the vehicle trips distributed throughout the study area. The remaining
55% of the trips generated by the project were distributed throughout the study area as
new vehicle trips.
Table 13 summarizes external trips for the project after accounting for internalized trips and
modal splits.
TABLE 13
FINAL EXTERNAL PROJECT TRAFFIC
CONDOMINIUMS
ITE (230)
AUTO
95°10
55%
ITE (710)
EXT
AUTO
AM PEAK HOUR OF ADJACENT STREET
95%
55%
AUTO
95%0
55%
IN
OUT
TOTAL
18
90
36
144
VPD
88
12
39
139
VPD
106
102
75
283
VPD
PM PEAK HOUR OF ADJACENT STREET
IN
OUT
TOTAL
86
42
128
17
85
103
16
120
VPH
21
148
VPH
37
268
VPH
As can be seen from Table 13, the estimated number of new vehicle trips entering the site
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 25
•
during the AM peak hour is 144 vph. The estimated number of new vehicle trips leaving
the site during the AM peak hour is 139 vph.
The estimated number of new vehicle trips entering the site during the PM peak hour is 120
vph. The estimated number of new vehicle trips leaving the site during the PM peak hour
is 148 vph.
6,0 TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT
The project site is located in Traffic Analysis Zone (TAZ) 573 (note that this is the new
zone numbering system). The cardinal distribution of the traffic within TAZ 573 was
obtained from Miami -Dade County. The distribution is as follows:
North -Northeast 18.87%
East -Northeast 6.03%
East -Southeast 4.21 %
South -Southeast 0.96%
South -Southwest 4.89%
West -Southwest 25.77%
West -Northwest 17.82%
North -Northwest 21.46%
The distribution of AM and PM project trips is summarized in Table 14. Based upon this
trip distribution, the project trips were assigned to the roadway network. This is shown in
Figure 7.
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 26
•
TABLE 14
PEAK HOUR PROJECT TRIP DISTRIBUTION
NORTH
NNW
21.46%
TOTAL .;
283
144
UT
P
TOTAL .`
268
TRIPS
OT
48
61
31
30
58
26
32
NNE
18.87%
53
27
26
51
23
28
EAST
ENE
6.03%
17
9
8
16
7
9
ESE
4.21 %
12
6
6
11
5
6
SOUTH
SSE
0.96%
3
1
3
1
SSW
4.89%
14
7
7
13
6
7
WEST
WSW
25.77%
73
37
36
69
31
38
WNW
17.82%
50
26
25
48
21
26
TOTAL
100.01%
283
144
139
268
120
149
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 27
•
•
•
SW 7th St
SW 8th St
SW Rh St
A3
c
t1f
SW131hSt
SE 4th St 2
37/31 = AM/PM PEAK HOUR PROJECT TRAFFIC
FIGURE 7
AM AND PM PEAK HOUR PROJECT TRAFFIC
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 28
•
•
•
7.0 PROGRAMMED AND PLANNED ROADWAY IMPROVEMENTS
Programmed and planned improvements in or near the study area were identified using
the Miami -Dade County Transportation Improvement Program (TIP), 2004. These
improvements are detailed in Table 15.
SW 2nd
Avenue
TABLE 15
PROGRAMMED AND PLANNED IMPROVEMENTS
At Miami River
Replace
movable span
bridge
(construction)
Completed
2003
SR 5/Brickell
Avenue
S of SE 25th
Rd
SE 4th Street
Resurfacing
Construction
2007
SR 972/Coral
Way
W of SW 12th
Avenue
SR-5/US-1
Resurfacing
Construction
2007
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 29
•
•
•
8.0 FUTURE TRAFFIC CONDITIONS WITHOUT THE PROJECT
Future traffic conditions without the project were analyzed. Future traffic consisting of
background traffic and committted development traffic was estimated. Background traffic
was estimated by applying an annual growth factor to existing traffic. The annual growth
factor of 4% per year was developed based upon the data in the Downtown DRI shown in
Tables 16 and 17. By way of comparison, Table 18 shows estimated growth factors based
upon FDOT published projections.
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 30
•
•
•
TABLE 16
PEAK HOUR GROWTH RATES FOR AVENUES
VOLUMES IN PERSON TRIPS PER HOUR
PERSON TRIP GROWTH RATE ANALYSIS
BRICKELL AVE
2001
2009
% PER YR
SE 4 ST
SE 8 St
4,556
8,175
7.6%
SE 8 St
SW 12 St
4,848
7,008
4.7%
SW 13 St
S 15 Rd
4,242
5,021
2.1%
S 15 Rd
Rickenbacker
3,204
3,994
2.8%
TOTAL
16,850
24,198
4.6%
\MIAMI AVE
2001
2009
% PER YR
Flagier St
SE 6 St
1,708
2,998
7.3%
SE 6 St
SE 8 St
2,252
3,153
4.3%
SE 8 St
SW 12 St
2,434
3,176
3.4%
SW 12 St
SW 13 St
2,434
2,987
2.6%
SW 13 St
S 15 Rd
690
1,230
7.5%
TOTAL
9,518
13,544
4.5%
SW 1ST AVE
2001
2009
% PER YR
Miami Ave
SW 7 St
1,650
2,035
2.7%
SW 7 St
SW 8 St
3,305
3,617
1.1 %
SW 8 St
SW 13 St
2,781
3,472
2.8%
TOTAL
7,736
9,124
2.1 %
SW 2ND AVE
2001
2009
% PER YR
SW 2 ST
SW 7 St
2,853
4,143
4.8%
SW 7 St
SW 8 St
2,859
3,850
3.8%
SW 8 St
SW 11 St
2,854
3,574
2.9%
SW 11 ST
SW 13 St
2,848
3,537
2.7%
SW 13 St
SW 15 Rd
697
950
3.9%
TOTAL
12,111
16,054
3.6%
NORTHISOUTH
46,215
62,920
3.9%
Data Source: Downtown DR} Table 21.D10
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 31
•
•
•
TABLE 17
PEAK HOUR GROWTH RATES FOR STREETS
VOLUMES IN PERSON TRIPS PER HOUR
PERSON TRIP GROWTH RATE ANALYSIS
E/SW 7TH ST
2001
2009
% PER YR
Brickell Ave
SW 1 Ave
1,459
2,249
5.6%
SW 1 Ave
1.95
2,268
3,132
4.1%
TOTAL
3,727
5,381
4.7%
I
SE/SW 8TH ST
2001
2009
% PER YR
Brickell Ave
Miami Ave
2,089
2,868
4.0°/0
Miami Ave
SW 1 Ave
3,370
4,351
3.2%
SW 1 Ave
1-95
3,474
4,664
3.8%
TOTAL
8,933
11,883
3.6%
ORAL WAY
1999
2009
% PER YR
Brickell Ave
Miami Ave
2,124
2,465
1.5%
Miami Ave
SW 1 Ave
1,937
2,525
2.7%
SW 1 Ave
S 15 Rd
2,444
3,858
4.7%
TOTAL
6,505
8,848
3.1%
, AST/WEST
19,165
26,112
3.9%
fats Source. f?nwntown f)R} Tahle 71 D10
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 32
•
•
•
TABLE 18
FDOT PROJECTED AADT GROWTH RATES
VOLUMES IN VEHICLES PER DAY
STA
LOCATION
2003...
2006.
FACTOR
86
SR 972/SE 13ST, 200' W SR 5/US-1
15,200
17,700
1.16
550
SR5/US-1 200' S MIAMI RIVER BRIDGE
31,000
31,700
1.02
1035
SR 972/SW 3 AV, 200' NE OF SW 18 RD
17,700
18,700
1.06
1037
SR 972/SW 3 AV, 200' W OF SW 12 AVE
31,000
32,500
1.05
.5041
SR5/US-1 200' S OF SE 13 ST
25,500
26,100
1.02
5042
SR5/US-1 200' S OF SE 8 ST/SR 90 TAMIAMI TRAIL
31,000
31,100
1.00
5090
SR 90/US-41/SW 8 ST/ONE-WAY EB, 200' W OF SR 5/US-1
14,500
15,100
1.04
5091
SR 90IUS-41/SW 8 ST/ONE-WAY WB, 200' W OF SR 5/US-1
10,000
10,200
1.02
TOTAL
175,900
183,100
1.04
YEARLY FACTOR
1.01
Future traffic conditions were analyzed for year 2006. The growth rate of 4% per year was
applied to the 2003 FDOT traffic counts and the 2004 original traffic count volumes in order
to achieve 2006 traffic volumes. This growth rate accounts for the normal growth in
background traffic, the un-built portions of the Downtown Increment I and Overtown Park
West DRIs, Downtown DRI Increment II and the following committed developments:
• Espirito Santo
• The Mutiny II
• One Miami
• Ritz -Carlton
• AA Arena
• Biscayne Bay Tower
Miramar II & III
Jackson Memorial Hospital
• Brickell Main Street
• Performing Arts
Bayshore Palms
• Marriott
Park Place
Four Seasons
• Yacht Club
• Brickell Bay Plaza
• Brickell on the River
• Brickell Grand
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 33
•
•
s
In addition, City of Miami data on major committed developments was researched and the
traffic associated with those developments was included in the analysis. These
developments consisted of the following projects:
• Coral Station
• Brickell View
• Brickell Station
• Brickell Bay Village
• Brickell Commons
• Infinity
Table 19 provides the future traffic volumes without the Premiere Towers project and
shows these volumes with the associated movement. These volumes were used to
determine intersection level of service by using the same software programs as used for
the previously described analysis,
The intersection level of service for the future traffic volumes without the Premiere Towers
project are shown in Table 20 and on Figure 9. The analysis shows a deterioration in the
intersection level of service during the AM and PM peak hours. The intersection level of
service analyses are included in Appendix B.
The Zink level of service analysis for future AM and PM peak hour directional traffic
conditions was performed on the previously identified roadway link. These results are
summarized in Table 21.
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 34
• • •
'3'd `1a31S1HV 'IN NosNovP
TABLE 19
FUTURE PEAK HOUR INTERSECTION VOLUMES WITHOUT PROJECT
INTERSECTION
S MIAMI AVE & S 8 ST
S MIAMI AVE & S 7 ST
SW 1 AVE & S 7 ST
SW 1 AVE & S 8 ST
CORAL WAY & SW 1 AVE
CORAL WAY & MIAMI AVE
INTERSECTION
S MIAMI AVE & S 8 ST
S MIAMI AVE & S 7 ST
SW 1 AVE & S 7 ST
SW 1 AVE & S 8 ST
CORAL WAY & SW 1 AVE
CORAL WAY & MIAMI AVE
EASTBOUND
LEFT THRU RIGHT
408 1,921 0
0 0 0
0 0 0
0 2,283 410
0 1,179 74
502 889 50
EASTBOUND
LEFT THR1J RIGHT
307 857 0
0 0 0
0 0 0
0 1,264 248
0 483 53
237 528 44
AM PEAK HOUR
WESTBOUND
LEFT THRU RIGHT LEFT
0 0 0 0
0 595 30 432
311 1,254 0 0
0 0 0 0
51 422 0 31
6 371 120 21
PM PEAK HOUR
WESTBOUND
NORTHBOUND SOUTHBOUND
THRU RIGHT LEFT THRU RIGHT
808 92 0 0 0
680 0 0 0 0
0 0 0 433 90
0 0 458 241 0
0 113 143 268 249
433 57 48 66 25
NORTHBOUND
SOUTHBOUND
LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT
0 0 0 0 1,041 47 0 0 0
0 1,206 61 770 577 0 0 0 0
346 2,112 0 0 0 0 0 499 246
0 0 0 0 0 0 335 475 0
15 1,111 0 125 0 22 60 135 326
22 1,018 169 60 315 34 28 135 182
•
•
•
TABLE 20
FUTURE INTERSECTION LOS W/O PROJECT
WEEKDAY PEAK HOUR CONDITIONS
-
%T '"7 .yam yh. a7 �,.� :^ f 'l.C. '£'�.; `Y 4 S s'.".�x an'a
`-''P'• �. '�, "`sa� j h
- y'v'sTc5 1.: y'as-, ?� l .fS u'h s�i fitiK.' ai�`34.3.s.:�,�3n;c.'S°�
'.�^ S M'e"' p'o':- t
hZ ''s,
�Y
pF ' .. .�r'b ' r3a. hJ sust..
{' .ci'S %; '" }- 5
".S Xi. 4�,,tr i d...1.)-
ly-..y-i.'x"`' X /
"F S �.
ql� 1N l"i. .`+' J ? 4
-T�-xa "4'" �`' }-:Er �.k�S. FYf t_ ". o*`w� .� s"`w'
"tY"�p FI'�a J��'3 "✓ 'L., Fs '- ' " 'xJ 5&N
-
el
''.^-""'`s �+.' - :i'" ''s,�4"..`'-'" sf=pa`�
�! i'`-lr
5t
tX%"i.
E 5w ,xv'. 1n&-F.t
S MIAMI AVE & S 8 ST
E*
D*
S MIAMI AVE & S 7 ST
B
E*
SW 1 AVE & S 7 ST
D*
F*
SW 1 AVE & S 8 ST
E*
D*
CORAL WAY & SW 1 AVE
D*
B
CORAL WAY & MIAMI AVE
F*
D*
Note: * indicates a change from existing condition.
TABLE 21
FUTURE LINK LEVEL OF SERVICE WITHOUT PROJECT
SW 8th Street
SW 2nd Avenue Miami Avenue
E
F
Miami Avenue
S 15th Road
SW 7th Street
F*
D
SW 7th Street
Brickell Avenue SW 1st Avenue
F
F*
SW 1st Avenue
SW 3rd Street Coral Way
E*
D
Note: * indicates a change from existing condition.
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 36
•
•
•
SW 7th St
SW 8th St
SW 4th Ave
CO
SW 7th SI
SW ath S'
SW 2nd Av
SW 13t
E
st
1
E
5
F/F
SE3rdSt
SE 4th St
LEGEND
AM
PM
SIGNALIZED
INTERSECTION LOS
AM/PM LINK LOS
l_.
rf
RIVEF
}
BISCAYNE BA
N
NTS
FIGURE 8
FUTURE LEVELS OF SERVICE WITHOUT PROJECT
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 37
•
•
•
9.0 FUTURE CONDITIONS WITH PROJECT TRAFFIC
Future traffic conditions with project traffic were analyzed for the year 2006. This was
accomplished by using the 2006 estimated traffic volumes without the project and adding
the traffic generated by the project (as shown in Table 14). Table 22 details the future
traffic plus project traffic volumes for the AM and PM peak hours. These volumes were then
used to determine the intersection levels of service using the same procedures as
previously stated.
For the most part, there were only minor changes between the year 2006 future
intersection level of service with and without the project. This is shown in Table 23 and on
Figure 9. The intersection level of service analyses are included in Appendix C.
The Zink level of service analysis for future AM and PM peak hour directional traffic
conditions with the project was performed on the previously identified roadway links.
These results are summarized in Table 24.
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 38
• •
3'd '1031S1HV 'kV NoSNOVr
-o
rn
3
ro m
N O
%)
CD o M
CO•0
XI
A (l)
TABLE 22
FUTURE PEAK HOUR INTERSECTION VOLUMES WITH PROJECT
INTERSECTION
S MIAMI AVE & S 8 ST
S MIAMI AVE & S 7 ST
SW 1 AVE & S 7 ST
SW 1 AVE & S 8 ST
CORAL WAY & SW 1 AVE
CORAL WAY & MIAMI AVE
INTERSECTION
S MIAMI AVE & S 8 ST
S MIAMI AVE & S 7 ST
SW 1 AVE & S 7 ST
SW 1 AVE & S 8 ST
CORAL WAY & SW 1 AVE
CORAL WAY & MIAMI AVE
AM PEAK HOUR
EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND
LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT
408 1,921 0 0 0 0 0 889 100 0 0 0
0 0 0 0 595 30 457 736 0 0 0 0
0 0 0 311 1,279 0 0 0 0 0 491 90
0 2,283 436 0 0 0 0 0 0 458 299 0
0 1,216 74 51 422 0 31 0 113 143 282 285
539 889 50 6 371 120 21 447 57 48 66 25
EASTBOUND
LEFT THRU RIGHT
307 857 0
0 0 0
0 0 0
0 1,264 269
0 514 53
268 528 44
PM PEAK HOUR
WESTBOUND
LEFT THRU RIGHT
0 0 0
0
346
0
15
22
1,206
2,138
0
1,111
1,018
61
0
0
0
169
NORTHBOUND
LEFT THRU RIGHT
0 1,127 56
796
0
0
125
60
637
0
0
0
327
0
0
0
22
34
SOUTHBOUND
LEFT THRU RIGHT
0
0
0
335
60
28
0
0
548
524
149
135
0
0
246
0
364
182
•
•
•
TABLE 23
FUTURE INTERSECTION LOS WITH PROJECT
WEEKDAY PEAK HOUR CONDITIONS
iwy E�
i ic. l
�j� Sty"
-..'' w' �,-c,
ttw,
.."y"
.i' �, � `iyY"�L�
- ,��.�` ,?,'?
'-Zr..
- Yi i+'�i.'L�iS� 1'_ st�si ;�'i
�i`�j fi ��'"�I'iG yiy ^cn��»'�✓
,-, _S 3Pi i' fl�+�;., C '
� �'� S� � y� .�� , �
�'� .7 ty
- :�
S�.y?� ,��5'v �g?�.�=
-E '�`
..f .. ,.,�,
✓ u^�„ -� r
- F 1
,L'` ' ..
�`' >,$ ZS,c�+A � .-h-C^nv'�s
��4��r''d`.:•'t '�'. �£ .!`� � ,F � ��,.� "C.xf
S MIAMI AVE & S 8 ST
B
C
E*
D*
F*
D*
S MIAMI AVE & S 7 ST
B
C
B
E*
B
E*
SW 1 AVE & S 7 ST
C
C
D*
F*
D*
I"*
SW 1 AVE & S 8 ST
B
B
E*
D*
E*
D*
CORAL WAY & SW 1 AVE
B
B
D*
B
E*
B
CORAL WAY & MIAMI AVE
C
B
F*
D*
F*
E
e
�I�
Note: * indicates a change from future ievel of service without the project.
SW 8th Street
TABLE 24
FUTURE LINK LEVEL OF SERVICE WITH PROJECT
SW 2nd Avenue
Miami Avenue
F*
F
Miami Avenue
S 15th Road
SW 7th Street
F
D
SW 7th Street
Brickell Avenue
SW 1st Avenue
F
F
SW 1st Avenue
SW 3rd Street
Coral Way
E
D
Note: * indicates a change from future level of service without the project.
JACKSON M. AHLSTEOT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 40
•
•
•
AM
PM
SIGNALIZED
NTERSECTION LOS
BISCAYNE BAY
e
N
NTS
FIGURE 9
FUTURE LEVELS OF SERVICE WITH PROJECT
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 41
•
•
•
10.0 ON -STREET PARKING
There are parking spaces on either side of SW 9th Street. Adjacent to the site there are
existing on -street parking spaces.
The project may result in the elimination of some existing on -street parking spaces.
The project will provide some 1050 on -site parking spaces. Parking will be provided for
residents, employees and visitors to the site.
11.0 PEDESTRIANS
Modest pedestrian activity was noted in the immediate vicinity of the site. There are
pedestrian provisions in the signalized intersection at SE/SW 8th Street and Miami
Avenue.
The proposed project will not significantly impact pedestrian movements along Miami
Avenue.
12.0 PROJECT SITE PLAN
Traffic and transportation aspects of the proposed site plan were reviewed and analyzed.
12.1 PROJECT DRIVEWAYS
The proposed project includes one, two-way driveway connecting to SW 9th Street. The
driveway consists of two inbound lanes and two outbound lanes. The entrance and exit
lanes to the residential portion of the parking garage split the inbound and outbound lanes
serving the office component of the project.
Table 25 summarizes the AM and PM peak hour driveway volumes anticipated at the
service points to the parking garage.
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 4€2
TABLE 25
AM AND PM PEAK HOUR DRIVEWAY VOLUMES
IN VEHICLES PER HOUR (VPH)
"l! F` -�,y
Fb'`
az s"n 'i
3.,,r.y„C�
--fy
.A2 Ga %`4"f.r � r'
f (" #d,�,,
, E ,.. � .
v'y�.. E,,3��:.. �c�_
`'��:^�y _ �',."� r ' "
Ni t�e'� ` �. �,a.17 '
k.-"en - y �.:
° F ., A,:- - _� !`::,. MK r.,..,..-.
...,,..-�'-'i.F
,'s�.:,ai zy�
✓�.;4
3^.�72
� C... » < ,.,sew.. _
i
Y'2�
�h� Y' LL
-s....::� r .�. .. A� �.�
RESIDENTIAL
18
88
86
42
OFFICE/RETAIL
126
51
34
106
Queuing analysis was conducted based upon the assumption that access to the garage
will be controlled by a card reader system and consist of an inbound lane and an outbound
lane.
Analysis of potential inbound queues for the AM and PM peak hours indicates that there
is better than a 95% probability that the queue should not exceed 2 vehicles including the
vehicle being processed. Analysis of potential outbound queues for the AM and PM peak
hours indicates that there is better than a 95% probability that the queue should not
exceed 2 vehicles including the vehicle being processed.
Although no control point is shown on the ground level plan, provided by the project
architect, it appears that the potential control point could be well within the property; and,
that the anticipated queues could be accommodated without impacting off -site traffic flows.
12.2 PROJECT LOADING DOCK
The proposed site plan depicts a loading dock area with four bays internal to the site.
Access to the loading dock is from SW 9th Street. The loading dock area should be
adequate to serve the type and magnitude of the proposed mixed -use project. Loading
dock maneuvering will occur on site, however, there is the potential for loading dock
activity to impact access to the residential portion of the parking garage. Its hould be
anticipated that the loading dock area will be further refined during the design process.
12.3 PEDESTRIAN ACCESS
The proposed site plan provides pedestrian access to Miami Avenue and SW 9th Street.
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 43
•
•
13.0 CONCLUSIONS
After reviewing the results from the intersection analysis and the roadway link analysis, it
can be concluded that with or without the project, by the year 2006 there will be some
deterioration in the level of service on South Miami Avenue, SW 1st Avenue, SW/SE 7th
Street, SW/SE 8th Street, and Coral Way.
As would be expected, the intersection analysis shows degradation of the level of service
during the AM and PM peak hours. Consideration was given to potential improvements
to the following intersections.
♦
South Miami Avenue and SE/SW 8th Street - AM Peak Hour
SW lst Avenue and SW 7th Street - PM Peak Hour
Coral Way and Miami Avenue - AM Peak Hour
Additional analysis indicates that the impacts of the project on the level of service of these
intersections can be mitigated with either modified signal timing or physical improvements.
The potential modifications are:
•
South Miami Avenue and SE/SW 8th Street - AM Peak Hour - Modify Signal Timing
SW lst Avenue and SW 7th Street - PM Peak Hour - Modify Signal Timing
Coral Way and Miami Avenue - AM Peak Hour - Re -stripe to add Eastbound Left
Turn Lane.
The results of all of these analyses are shown in Table 26.
The roadway link analysis yields similar level of service results, indicating that roadway
levels of service will be reduced through the year 2006 with or without the project.
Finally, the transportation facility analysis, provided in Appendix D, clearly indicates that
there is sufficient transportation system capacity to accommodate the proposed project.
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 44
•
•
TABLE 26
INTERSECTION LEVEL OF SERVICE SUMMARY
WEEKDAY PEAK HOUR CONDITIONS
r rig `�^' § n s:' u ,a ��
d T$`''�=R. s •".: �•-, �"i .�.�„x's - ,^� €
✓S i �Y �4 ii "A 3 3 `+S
:,f
. L «C :' S;a-a ^�' 1 k�>, t.� �.'v
.z'''-' F' - �{�, a-
���'=t £-H,.F3yY31'(
'i' � ji. S i
� � -'.' 'a" �3
� `�n
r l
b !.,A=y
.-,,, �`v�F"w�
-
-
pt7�
Ar Y�
v.,. ' g
e 'E-�''`
r S„a': i�. i t 1,-:5 F' y,
�,,t;
r "
ti'` yr'
"`, , „� It ^. �"'�_. p -
J f £ Y
4esF'Y -r--d `` >ir'a
, ) '
se `' }'r �� ss
'
z c � i?, .} so- "` ,,.?F
a'
�" ri € F
3 �y� m' -..
a B% 1
EY'f P
j~'s i�."r'."`_'s
R `�
I'.;i
'R J'i`l` E5 .-if'"
-C ..� *-.
S MIAMI AVE & S 8 ST
E*
D*
F*
D*
D
NONE
REQUIRED
S MIAMI AVE & S 7 ST
B
E*
B
E*
NONE
REQUIRED
NONE
REQUIRED
SW 1 AVE & S 7 ST
D*
F*
D*
F*
NONE
REQUIRED
D
SW 1 AVE & S 8 ST
E*
D*
E*
D*
NONE
REQUIRED
NONE
REQUIRED
CORAL WAY & SW 1 AVE
D*
B
E*
B
NONE
REQUIRED
NONE
REQUIRED
CORAL WAY & MIAMI AVE
F*
D*
F*
E
D
NONE
REQUIRED
Note: * indicates a change from existing condition.
JACKSON M. AHLSTEDT, P.E.
PREMIERE TOWERS
June 22, 2004
Page 45