02-23-05 Special Item 3aDAVID PLUMMER & ASSOCIATES
TRANSPORTATION • CIVIL • STRUCTURAL • ENVIRONMENTAL
February 3, 2005
Mr. John Ross
Codina Development
355 Alhambra Circle, 9L' Floor
Coral Gables, FL 33134
(305) 520 -2463
1750 PONCE DE LEON BOULEVARD
CORAL GABLES, FLORIDA 33134
305 447 -0900 FAX: 305,444-4986
E -mail: dpa @dplummeccom
Re: Red Road Commons - #04.134
Dear Mr. Ross:
The purpose of this letter is to provide supplemental traffic information to the traffic study performed
for this project on October 2004. The counts for the October 2004 traffic study were collected by
Traffic Survey Specialists (TSS), our data collection subconsultant. The city suggested that new counts
be collected by the city's own consultant, Richard Garcia & Associates (RGA). Therefore, new counts
were collected concurrently by both TSS and RGA.
Both sets of data were reviewed by RGA and provided to us with a Technical Memorandum dated
January 31, 2005 (see Appendix A). In the memorandum, RGA found both sets of counts to be within
an acceptable "Order of Magnitude ". In the memorandum, RGA also recommends that the data
collected by both consultants (TSS and RGA) should be averaged and used in the new analysis. The
following is the results of the re- analysis using the new data.
Existing Driveway Traffic Counts
Seventy -two hour machine counts by 15 minute increments were taken on January 25, 2005 through
January 27, 2005 for all the entry and exit points at the existing surface parking lot. The total traffic
entering and exiting all the driveways were obtained for each day. Exhibit 1 shows the total average
PM peak hour machine count volumes for January 25, 2005 through January 27, 2005 respectively. The
average for the three days was used to find the PM peak hour volumes entering and exiting the existing
project site. The PM peak hour for the average of the three days occurs between 5:00 PM and 6:00 PM,
E
CORAL GABLES • FORT MYERS • FORT LAUDERDALE
-
_ 6�0'__ - I - _--
�
' "
Mr. John Ross
Re: Red Road Commons- #04134
Page 2
where 102 vehicles enter and 132 vehicles exit the existing site, for a total of 234 vehicles accessing the
existing driveways. The 72 -hour machine counts from TSS and RGA are summarized in Appendix B.
Exhibit 1
Machine Count for All Driveways
Existing PM Peak Hour (5 :00 PM - 6:00 PM)
Date
TSS Volumes
RGA Volumes
Average Volumes
TOuInt
Total
Two-
wa
In
Out
Total
two-
way
In
Out
Total
Two -
way
January 25, 2005,1
97
134
231
*
*
*
97
134
231
January 26, 2005 1
94
136
230
132
101
233
113
119
232
January 27, 2005 1
82
161
243
95
139
234
89
150
239
3 -Day Average
91
144
235
113
120
234
102
132
234
" = Machine failure from 4:00 pm to 9:00 pm at the SW 57 Ave / Levante Avenue Driveway
1 = Miami -Dade County schools and the University of Miami are in session
Source: David Plummer & Associates & Richard Garcia & Associates
Traffic Counts
Twenty -four hour traffic machine counts, along with PM peak hour vehicle turning movement counts
were collected for the study area by both consultants. Additionally, the latest weekly volume adjustment
factors were obtained from FDOT. Weekly volume adjustment factors (for Miami -Dade County South)
corresponding to the date of the count, was used to adjust the raw traffic counts. The traffic counts are
summarized in Appendix C.
Signal timing data was obtained from Miami -Dade County for the signalized intersection analyzed in
this study. This information was used for the signal phasing and timing required for the intersection
d
P
Mr. John Ross
Re: Red Road Commons- #04134
Page 3
capacity analysis. A field survey was conducted to obtain the intersection lane configurations to be used
in the intersection analysis.
Roadway Capacity Analysis
Roadway capacity is the maximum number of vehicles that can pass through a given point during a
specific time period under prevailing roadway and traffic control device conditions. LOS is a
qualitative assessment of a road's operating conditions and is represented by the letters A through F,
where A is free flow (best condition) and F is the most congested condition.
The analysis of existing traffic conditions was performed for PM peak hour conditions. Exhibit 2 shows
roadway link analysis for the study area segments based on the City of South Miami generalized peak
hour directional service volume tables (see Appendix Q. The site is located with the City's designated
Infill and Redevelopment Area and is exempt from meeting transportation concurrency standards (see
Comprehensive Plan, p. 65). All roadways currently operate within the city's goals for maximum traffic
volumes.
Exhibit 2
Existing Roadway Capacity Analysis
Weekday PM Peak Hour Conditions
JVUIDQ. LGVIU Cdullllllcl 06 t155UOld":5 anu mulft
Peak Volumes are the average collected from 72 hour counts on January 25, 2005 through January 27, 2005.
2 Project site is are
from transportation concurrency standards. LOS E service volume shown for comparison purposes only and were provided
in the City's Comprehensive Plan.
r —�
Peak
Number
TSS
RGA
Average
Direction
Roadway
Limits
Direction
of Lanes
PM PK
PM PK
PM PK
Service
LOS
Volume'
Volume'
Volume
Volume
OS E)2
SW 57
Street SW 66 Street
to SW
NB
2LD
1,388
1,328
1,358
1,800
D
Avenue
Street
SB'
2LD
1,022
977
1,000
1,800
A
SW 57
SW 66 Street
Avenue to
EB
1LU
113
144
129
783
A
SW 57 Court
WB
1LU
536
342
439
783
A
JVUIDQ. LGVIU Cdullllllcl 06 t155UOld":5 anu mulft
Peak Volumes are the average collected from 72 hour counts on January 25, 2005 through January 27, 2005.
2 Project site is are
from transportation concurrency standards. LOS E service volume shown for comparison purposes only and were provided
in the City's Comprehensive Plan.
r —�
Mr. John Ross
Re: Red Road Commons- #04134
Page 4
Intersection Capacity Analysis
The Highway Capacity Software (HCS), based on procedures of the 2000 Highway Capacity Manual,
was used to perform intersection capacity analysis at the analyzed intersection. The analysis is based
on the average counts collected by TSS and RGA, existing lane configurations and traffic signal
timing/phasing. Exhibit 3 shows the resulting LOS for existing conditions during the afternoon peak
hour. The analyzed intersection operates above the acceptable level of service. The analysis worksheet
is included in Appendix Do
Exhibit 3
Existing Intersection Capacity Analysis
Weekday PM Peak Hour Conditions
Intersection
Level of
Service
Red Road /
Levante Avenue
B
Source: David Plummer & Associates
Project Trip Generation
Trip generation for the proposed project was estimated using the Institute of Transportation Engineers
(ITE) Trig Generation manual, Seventh Edition. This manual provides gross trip generation rates and/or
equations by land use type. The project trip generation summary is provided in Exhibit 4.
dpi
Mr. John Ross
Re: Red Road Commons- #04134
Page 5
Exhibit 4
Project Trip Generation Summary
Proposed ITE Land Use Designation'
Size/Units
PM Peak Hour Vehicle
Tri s
In
Out
Total
Proposed Residential Apartments
(Land 2
409 DU
95
65
160
Proposed Specialty Retail
and Use 814
14,400 SF
25
31
56
Subtotal Gross Trips
120
96
216
Internalization
4%
-4
4
-8
Transit/Pedestrian Trips'
2.9%
-3
-3
-6
Proposed Driveway Trips 1
113
89
202
nwcu vu . n n
, ,y vunuratnun manuai, aevenm namon. aource: David Plummer & Associates
z Based on ITE Trip Generation Handbook, March 2001.
'For conservative analysis, data provided by the Miami -Dade County MPO. Actual transit/pedestrian trips are
expected to be higher due to the proximity of the project to the Metrorail transit station.
Trips from the existing land uses were compared to the total number of trips generated by the proposed
land uses. With the changes in land uses, the peak direction of traffic at the site is reversed (i.e. trips
left the area during the afternoon peak together with other workers in the area, while project trips will be
residents returning home, in this area, in the afternoon peak). Existing traffic counts revealed an
average of 234 vehicles enter and exit the site during the weekday PM peak hour. Therefore, it is
estimated that the proposed project will have 14% less trips to /from the site during the weekday PM
peak hour. Therefore, the proposed project will slightly reduce traffic to /from the site and the
surrounding street system.
Future With Project Roadway Capacity Analysis
Trip assignments and traffic projections for the project were combined to obtain the total traffic on the
analyzed roadway segments. Exhibit 5 shows the link analysis for future conditions with project during
the PM peak hour. The analysis of future conditions showed that the City's adopted roadway level of
d�
P
Mr. John Ross
Re: Red Road Commons- #04134
Page 6
service standard will be maintained on the study roadway segments.
Exhibit 5
Future with Project Roadway Capacity Analysis
Weekday PM Peak Hour Conditions
Roadway
Limits
Direction
Number
of Lanes
PM PK
Volume
Peak Direction
Service Volume
OS E)'
LOS
SW 57 Avenue
SW 66 Street to
NB
2LD
1,344
1,800
C
SW 68 Street
SB
2LD
971
1,800
A
SW 66 Street
SW 57 Avenue to
EB
1LU
94
783
A
SW 57 Court
WB
1LU
442
783
B
Source: David Plummer & Associates
' Project site is exempt from transportation concurrency standards. LOS E service volume shown for comparison purposes only and were provided
in the City's Comprehensive Plan.
Future with Project Intersection Capacity Analysis
The trip assignment in the previous section and traffic projections for the project were combined to
obtain future traffic with project at the analyzed intersections. With minor signal timing adjustments,
the minor street approaches will operate more efficiently. Although the critical movement at the
intersection under study is the northbound left turn, the volume is relatively low (only one every 70
seconds during the PM peak hour), therefore there is no need for a protected left turn phase. Exhibit 6
shows for the future conditions with project, the intersection operates at an LOS B, which far exceeds
the City's standard of LOS F. Capacity worksheets are included in Appendix D.
a
Mr. John Ross
Re: Red Road Commons- #04134
Page 7
Exhibit 6
Future with Project Intersection Capacity Analysis
Weekday PM Peak Hour Conditions
Intersection
Level of
Service
Red Road /
Levante Avenue
B
source: uavia riummer & Associates
Conclusions
An assessment of the traffic impacts associated with the proposed project was performed using the data
collected by TSS and RGA on January 25, 2005 through January 27, 2005. Trip generation calculations
for the proposed project estimates that there would be 202 driveway trips during the PM peak hour.
Existing driveway counts revealed that there are 234 driveway trips during the PM peak hour.
Therefore, it is expected that during a typical weekday; the proposed project will generate approximately
14% less trips during the PM peak hour
to /from the site compared to existing conditions. The analysis of existing and future conditions showed
an LOS D or better will be maintained on the study roadway segments, which far exceeds the City's
standard of LOS F. In addition, the analysis of future conditions at the signalized intersection of Red
Road and Levante Avenue shows that the intersection will operate at an LOS B, which far exceeds the
City's standard of LOS F.
Mr. John Ross
Re: Red Road Commons - #04134
Page 8
If you have any questions or comments, do not hesitate to call these offices at 305- 447 -0900.
Sincerely,
Timo y J. PI
President
cc: Don O'Donniley (City), Richard Garcia, File
Attachments
083104 traffic letter.doc
t
DAVID PLUMMER & ASSOCIATES
TRANSPORTATION • CIVIL • STRUCTURAL • ENVIRONMENTAL
1750 PONCE DE LEON BOULEVARD
CORAL GABLES, FLORIDA 33134
February 3, 2005 305447 -0900 FAX: 305 444 -4986
E -mail: dpa @dplummeccom
Mr. John Ross
Codina Development
355 Alhambra Circle, 9"' Floor
Coral Gables; FL 33134
(305) 520 -2463
Re Red Road Commons - #04134
Dear Mr. Ross:
The purpose of this letter is to provide supplemental traffic information to the traffic study performed
for this project on October 2004. The counts for the October 2004 traffic study were collected by
Traffic Survey Specialists (TSS), our data collection subconsultant. The city suggested that new counts
be collected by the city's own consultant, Richard Garcia & Associates (RGA). Therefore, new counts
were collected concurrently by both TSS and RGA.
Both sets of data were reviewed by RGA and provided to us with a Technical Memorandum dated
January 31, 2005 (see Appendix A). In the memorandum, RGA found both sets of counts to be within
an acceptable "Order of Magnitude ". In the memorandum, RGA' also recommends that the data
collected by both consultants (TSS and RGA) should be averaged and used in the new analysis. The
following is the results of the re- analysis using the new data.
Existing Driveway Traffic Counts
Seventy -two hour machine counts by 15 minute increments were taken on January 25, 2005 through
January 27, 2005 for all the entry and exit points at the existing surface parking lot. The total traffic
entering and exiting all the driveways were obtained for each day. Exhibit 1 shows the total average
PM peak hour machine count volumes for January 25, 2005 through January 27, 2005 respectively. The
average for the three days was used to find the PM peak hour volumes entering and exiting the existing
project site. The PM peak hour for the average of the three days occurs between 5:00 PM and 6:00 PM,
d�
P
CORAL GABLES • FORT MYERS • FORT LAUDERDALE
Mr. John Ross
Re: Red Road Commons #04134
Page 2
where 102 vehicles enter and 132 vehicles exit the existing site, for a total of 234 vehicles accessing the
existing driveways. The 72 -hour machine counts from TSS and RGA are summarized in Appendix B.
Exhibit 1
Machine Count for All Driveways
Existing PM Peak Hour (5:00 PM - 6:00 PM) .
Date
TSS Volumes
RGA Volumes
Average Volumes
In
Ou t
Total
Two-
wa
a
In
Out
Total
two-
wa
In
Out
Total
Two -
wa
January 25, 2005 1
97
134
231
*
*
*
97
134
231
January 26, 2005 1
94
136
230
132
101
233
113
119
232
January 27, 2005 1
82
161
243
95
139
234
89
150
239
3 -Day Average
91
144
235
113 1
120
234
102
132
234
* = Machine failure from 4:00 pm to 9:00 pm at the SW 57 Ave / Levante Avenue Driveway
1 = Miami -Dade County schools and the University of Miami are in session
Source: David Plummer & Associates & Richard Garcia & Associates
Traffic Counts
Twenty -four hour traffic machine counts, along with PM peak hour vehicle turning movement counts
were collected for the study area by both consultants. Additionally, the latest weekly volume adjustment
factors were obtained from FDOT. Weekly volume adjustment factors (for Miami -Dade County South)
corresponding to the date of the count, was used to adjust the raw traffic counts. The traffic counts are
summarized in Appendix C.
Signal timing data was obtained from Miami -Dade County for the signalized intersection analyzed in
this study. This information was used for the signal phasing and timing required for the intersection
dpd
Mr. John Ross
Re: Red Road Commons- #04134
Page 3
capacity analysis. A field survey was conducted to obtain the intersection lane configurations to be used
in the intersection analysis.
Roadway Capacity Analysis
Roadway capacity is the maximum number of vehicles that can pass through a given point during a
specific time period under prevailing roadway and traffic control device conditions. LOS is a
qualitative assessment of a road's operating conditions and is represented by the letters A through F,
where A is free flow (best condition) and F is the most congested condition.
The analysis of existing traffic conditions was performed for PM peak hour conditions. Exhibit 2 shows
roadway link analysis for the study area segments based on the City of South Miami generalized peak
hour directional service volume tables (see Appendix Q. The site is located with the City's designated
Mll and Redevelopment Area and is exempt from meeting transportation concurrency standards (see
Comprehensive Plan, p. 65). All roadways currently operate within the city's goals for maximum traffic
volumes.
Exhibit 2
Existing Roadway Capacity Analysis
Weekday PM Peak Hour Conditions
source: llavia glummer & Associates and KUA
" Peak Volumes are the average collected from 72 hour counts on January 25, 2005 through January 27, 2005.
a Project site is exempt from transportation concurrency standards. LOS E service volume shown for comparison purposes only and were provided
in the City's Comprehensive Plan.
L1:1
Peak
TSS
RGA
Average
. Direction
Roadway
Limits
Direction
Number
of Lanes
PM PK
PM PK
PM PK
Service
LOS
Volume'
Volume'
Volume
Volume
OS E)2
SW 57
SW 66 Street
NB
2LD
1,388
1,328
1,358
1,800
D
to SW 68
Avenue
Street
SB
2LD
1,022
977
1,000
1,800
A
SW 57
SW 66 Street
Avenue to
EB
1LU
113
144
129
783
A
SW 57 Court
WB
1LU
536
342
439
783
A
source: llavia glummer & Associates and KUA
" Peak Volumes are the average collected from 72 hour counts on January 25, 2005 through January 27, 2005.
a Project site is exempt from transportation concurrency standards. LOS E service volume shown for comparison purposes only and were provided
in the City's Comprehensive Plan.
L1:1
Mr. John Ross
Re: Red Road Commons- #04134
Page 4
Intersection Capacity Analysis
The Highway Capacity Software (HCS), based on procedures of the 2000 Highway Capacity Manual,
was used to perform intersection capacity analysis at the analyzed intersection. The analysis is based
on the average counts collected by TSS and RGA, existing lane configurations and traffic signal
timing/phasing. Exhibit 3 shows the resulting LOS for existing conditions during the afternoon peak
hour. The analyzed intersection operates above the acceptable level of service. The analysis worksheet
is included in Appendix D.
Exhibit 3
Existing Intersection Capacity Analysis
Weekday PM Peak Hour Conditions
Intersection
Level of
Service
Red Road /
Levante Avenue
B
Source: David Plummer & Associates
Project Trip Generation
Trip generation for the proposed project was estimated using the Institute of Transportation Engineers
(ITE) Trip Generation manual, Seventh Edition. This manual provides gross trip generation rates and/or
equations by land use type. The project trip generation summary is provided in Exhibit 4.
10
Mr. John Ross
Re: Red Road Commons- #04134
Page 5
Exhibit 4
Project Trip Generation Summary
Proposed ITE Land Use Designation'
Size/Units
PM Peak Hour Vehicle
Tri s
In
Out
FTotal
Proposed Residential Apartments
(Land
409 DU
95
65
160
Proposed Specialty Retail
and Use 814
14,400 SF
25
31
56
Subtotal Gross Trips
120
96
216
Internalization
4%
-4
4
-8
Transit/Pedestrian Trips3
2.9%
-3
-3
-6
Proposed Driveway Trips
113
89
202
Based on ITE Trip Generation manual, Seventh Edition. Source: David Plummer & Associates
2 Based on ITE Trip Generation Handbook, March 2001. -
' For conservative analysis, data provided by the Miami -Dade County MPO. Actual transit/pedestrian trips are
expected to be higher due to the proximity of the project to the Metrorail transit station.
Trips from the existing land uses were compared to the total number of trips generated by the proposed
land uses. With the changes in land uses, the peak direction of traffic at the site is reversed (i.e. trips
left the area during the afternoon peak together with other workers in the area, while project trips will be
residents returning home, in this area, in the afternoon peak). Existing traffic counts revealed an
average of 234 vehicles enter and exit the site during the weekday PM peak hour. Therefore, it is
estimated that the proposed project will have 14% less trips to /from the site during the weekday PM
peak hour. Therefore, the proposed project will slightly reduce traffic to /from the site and the
surrounding street system.
Future With Project Roadway Capacity Analysis
Trip assignments and traffic projections for the project were combined to obtain the total traffic on the
analyzed roadway segments. Exhibit 5 shows the link analysis for future conditions with project during
the PM peak hour. The analysis of future conditions showed that the City's adopted roadway level of
d�
P
Mr. John Ross
Re: Red Road Commons- #04134
Page 6
service standard will be maintained on the study roadway segments.
Exhibit 5
Future with Project Roadway Capacity Analysis
Weekday PM Peak Hour Conditions
Roadway
Limits
Direction
Number
of Lanes
PM PK
Volume
Peak Direction
Service Volume
OS E)'
LOS
SW 66 Street to
NB
2LD
1,344
1,800
C
SW 57 Avenue
SW 68 Street
SB
2LD
971
1,800
A
SW 57 Avenue to
EB
1LU
94
783
A
SW 66 Street
SW 57 Court
WB
1LU
442
783
B
Source: David Plummer & Associates
' Project site is exempt from transportation concunency standards. LOS E service volume shown for comparison purposes only and were provided
in the City's Comprehensive Plan.
Future with Project Intersection Capacity Analysis
The trip assignment in the previous section and traffic projections for the project were combined to
obtain future traffic with project at the analyzed intersections. With minor signal timing adjustments,
the minor street approaches will operate more efficiently. Although the critical movement at the
intersection under study is the northbound left turn, the volume is relatively low (only one every 70
seconds during the PM peak hour), therefore there is no need for a protected left turn phase. Exhibit 6
shows for the future conditions with project, the intersection operates at an LOS B, which far exceeds
the City's standard of LOS F. Capacity worksheets are included in Appendix D.
Mr. John Ross
Re: Red Road Commons - #04134
Page 7
Exhibit 6
Future with Project Intersection Capacity Analysis
Weekday PM Peak Hour Conditions
Intersection
Level of
Service
Red Road %
B
Levante Avenue
Source: David Plummer &Associates
Conclusions
An assessment of the traffic impacts associated with the proposed project was performed using the data
collected by TSS and RGA on January 25, 2005 through January 27, 2005. Trip generation calculations
for the proposed project estimates that there would be 202 driveway trips during the PM peak hour.
Existing driveway counts revealed that there are 234 driveway trips during the PM peak hour.
Therefore, it is expected that during a typical weekday, the proposed project will generate approximately
14 %less trips during the PM peak hour
to /from the site compared to existing conditions. The analysis of existing and future conditions showed
an LOS D or better will be maintained on the study roadway segments, which far exceeds the City's
standard of LOS F. In addition, the analysis of future conditions at the signalized intersection of Red
Road and Levante Avenue shows that the intersection will operate at an LOS B, which far exceeds the
City's standard of LOS F.
dpi
Mr. John Ross
Re: Red Road Commons #04134
Page 8
If you have any questions or comments, do not hesitate to call these offices at 305- 447 -0900.
Sincerely,
Timo y J. PI
President
cc: Don O'Donniley (City), Richard Garcia, File
Attachments
083104 traffic letter.doc