HomeMy WebLinkAboutIII.2 - Traffic Impact Analysis•
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January 5, 2005
Ms. Lilia I. Medina, AICP
Assistant Transportation Coordinator
City of Miami, Office of the City Manager/Transportation
444 SW 2nd Avenue (10th Floor)
Miami, Florida 33130
Re: Miami Rivertown
Sufficiency Letter — W.O. # 90
Dear Ms. Medina:
Via Fax and US Mail
Subsequent to our December 3rd, 2004 review comments for the subject project, we have
received a revised traffic impact report along with a formal response to our comments from
David Plummer and Associates (DPA) on December 281h, 2004. A copy of the response letter is
attached herewith.
We have reviewed the revised study. All four of the original review comments have been
adequately addressed. At this time, we conclude that the revised traffic impact report along with
the revisions meet the traffic requirements and the report is found to be sufficient.
Should you have any questions, please call Quazi Masood or me at 954.739.1881.
Since
U
o : tion Southern
Raj Shanmu
Se or Traffic Engineer
cc: Mr. Kevin Watford, Planner I, City of Miami
Ms. Rita Carbonell, David Plummer & Associates (Fax: 305.444.4986)
Attachment:
URS Corporation
Lakeshore Complex
5100 NW 33rd Avenue, Suite 15D
Fort Lauderdale, FL 33309.8375
Tel: 954.739.1881
Fax: 954.739.1789
03/23/2005 11:22 3054444986
DAVID PLLJMMERANDASSO PAGE 02
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DAVID PLUMMER & ASSOCIATES
TRANSPORTATION • CM. • STRUCTURAL • ENVIRONMENTAL
March 22, 2005
Ms. Vicky Garcia -Toledo
Bilzin, Sumberg, Baena Price & Axelrod, LLP
200 South Biscayne Boulevard, Suite 2500
Miami, Florida 33131-2338
RE: Miami Rivertown- #04234
1750 PONCE DE LEON BOULEVARD
CORAL GABLES. FLORIDA 33134
305 447-0900 FAX: 305 444498d
Email: d4oitdplummeroom
Dear Ms. Garcia -Toledo:
The Miami Rivertown project is a proposed mixed -use development located south of North River
Drive between NW 15 Avenue and NW 14 Avenue in Miami, Florida. As part of this project, a
traffic study was done and approved by the city for 1,002 residential units, 47,558 SF of retail,
97,819 SF of office and 1,771 parking spaces. However, the development program has changed
slightly, some uses decreased while others increased. The new development program consists of
985 residential units, 51,045 SF of retail space, 94,521 SF of office space and 1,866 parking spaces.
These proposed changes to the development program are negligible. Therefore, the results from the
previous traffic study remain valid.
The project trip generation for the previous and the revised development program was reviewed.
Trip generation conclusions for both programs are included in Attachment A. The difference in
gross vehicular trips for the two development programs is summarized in Exhibit 1.
Exhibit 1
Difference in Gross Vehicular Trips
PM Peak Hour
In
'Out
Total
Previous Program
e 329
368 4
697
Current Program
328
369
697
Difference
-1
1
0.
% Difference
<-1%
<1%
0%
Should you have any questions, please call me at 305-447-0900.
Sincerely,
anion Alvarez, PFE
Senior V.P. — General Manager
cc: Pamela Austin, Aris Garcia, file
Attachments
trip gen letter.dac
CORAL GABLES • PORT MYERS • FORT LAUDERDALE
4—Fa
03/23/2005 11:22 3054444986
DAVID PLUMMERANDASSO PAGE 03
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Attachment A
•
•
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Exhibit 8
PM Peek Hour Trip Generation Analysis
USES
UNITS
•
ITE Land Use Coda
PM PEAK HOUR TRIPS
IN
OUT
TOTAL
%
Tripe
%
Trips
Trips
High -Rise Condominiums
1,002 DU
232
62%
240
38%
140
380
Specialty Retail
47,558 SO. FT.
814
44%
57
56%
72
129
General Office
97,819 SO. FT.
710
17%
32
83%
156
188
GROSS VEHICLE TRIPS
47%
329
53%
366
697
Vehicle Occupancy AdJusbnent 0 16.00% of Gross External Trips (1)
47%
53
53%
59
112
Trans/Trip Reduction 0 15.00% of Gross External Trips (2)
47%
49
53%
55
105
Pedestrian / Bicycle Trip Reduction G 10.00% of Gross External Trips (3)
47%
33
53%
37
70
NET EXTERNAL VEHICLE TRIPS
, 47%
194
53%
217
411
Net External Person Trips in Vehides 0 1.40 Persons/ Vehicle
47%
272
53%
304
• 578
Net Extemal Person Trips using Transit 0 1.40 Persons/Vehicle
47%
69
53%
77
146
Net External Person Trips {vehicles and transit modes)
47%
341
53%
381
722
Net External Person trips walking i using bicycle 1.40 Personal Vehicle
47%
46
53%
52
98
Notae
(1) A 16% reduclion 10 adiust for the difference between ITE auto occupancy and local data (frAami's 1.4 vi. ITE's 1.2 perslveh)
(2) Transit trip reduction based on close prcodrnity to Civic Center and Same Clara Metroraf Stallone and other available transit
(3) Pedestrian and bicycle trip reductions based on engineering Judgement.
500Z/EZJ£0
986017171750E
OSSCQNC63WW01d QIACQ
• •
Exhibit 8 (March 22, 2005)
PM Peak Hour Trip Generation Analysis
USES
UNITS
RE Land Use Code
PM PEAK HOUR TRIPS
IN
OUT
TOTAL
%
Trips
%
Trips
'Dips
High -Rise Condomidums
986 DU
232
62%
236
38%
138
374
Specialty Relali
51,045 SO. FT.
814
44%
61
56%
78
139
General Office
94,521 SQ. FT.
710
17%
31
83%
153
184
GROSS VEHICLE TRIPS
47% .,
328
53%
369
697
Vehicle Occupancy Adjustment • 16.00% of Gross External Tdps (1)
47%
52
59%
59
112
Transit Trip Reduction • 15.00% of Gross Exlemai Traps (2)
47%
• 49
53%
55
105
pedestrian / Bicycle Tdp Reduction • 10.00% of Gross External Trips ()
47%
33
539E
37
70
NET EXTERNAL VEHICLE TRIPS
47% .8.
194
53%
218
411
Net External Person Trips in Vehicles • . 1.40 Persons/ Vehicle
47%
271
53%
305
576
Net External Person Trips using Trenslt • 1.40 Persons/ Vehicle
47%
69
53%
77
146
Net External Person Trips (vehicles and transit modes)
47%
w 340
53%
382
722
s
Net External Person idps waking / using bicycle 1.40 Persons/ Vehicle
47%
46
,
53%
52
99
NOM
(1) A 18%i reduction to adjust forihe difference between tTE auto occupancy and local data (Miami's 1,4 vs. ITE's 1.2 pers/veh)
(2) Transit trip reduction based on close proximity to Civic Center and Santa Mara Metroral Stations and other avaiable transit
(3) Pedestrian and bicycle trip reductions based on engineering Judgement.
900Z/EVE0
9B60000g0E
OSSVQNdd314W01d QIAvc
Miami Rivertown
Major Use Special Permit
Traffic impact Study
Prepre bye .x ,,
David Plummer :& Associates, Inc.
October:20,04
IPA Project
'r„
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Miami Rivertown
MUSP Traffic Impact Study
TABLE OF CONTENTS
Pare
List of Exhibits ii
EXECUTIVE SUMMARY 1
1.0 INTRODUCTION 2
1.1 Study Area 2
1.2 Study Objective 4
2.0 EXISTING TRAFFIC CONDITIONS 5
2.1 Data Collection 5
2.1.1 Roadway Characteristics 5
2.1.2 Traffic Counts 5
2.1.3 Intersection Data 6
2.2 Corridor Capacity Analysis 9
2.3 Intersection Capacity Analysis 11
3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS 13
4.0 FUTURE TRAFFIC CONDITIONS 14
4.1 Background Traffic 14
4.2 Committed Developments 14
4.3 Project Traffic 16
4.3.1 Project Trip Generation 16
4.3.2 Project Trip Assignment 18
4.4 Future Corridor Capacity Analysis 20
4.5 Future Intersection Capacity Analysis 20
4.6 Site Access 24
5.0 CONCLUSIONS 25
Appendix A:
Appendix B:
Appendix C:
Appendix D:
Appendix E:
Appendix F:
Approved Transportation Methodology & Site Plan
Traffic Counts & Signal Timing
FDOT' s Quality/LOS Handbook — Generalized Tables
Metrobus Transit Ridership
Intersection Capacity Analysis Worksheets
Committed Development Information
Traffic Control Measures Plan
Page i
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Miami Rivertown
MUSP Traffic Impact Study
LIST OF EXHIBITS
Exhibit Page
1 Location Map 3
2 2004 PM Peak Hour Traffic Volumes 7
3 Existing Lane Configurations 8
4 Existing Corridor and Transit Conditions 10
5 Person -trip Volume and Capacity — Existing Conditions Matrix 12
6 2004 Intersection Capacity Analysis Results 11
7 Future PM Peak Hour Traffic Volumes without Project 15
8 PM Peak Hour Project Trip Generation 17
9 Cardinal Distribution 18
10 PM Peak Hour Project Vehicular Trips Assignment 19
11 Person -trip Volume and Capacity — Future Conditions Matrix 21
12 Project PM Peak Hour Vehicular Volumes 22
13 Future with project PM Peak Hour Vehicular Volumes 23
14 Future Intersection Capacity Analysis 20
Page ii
Miami River -town
MUSP Traffic Impact Study
EXECUTIVE SUMMARY
The Miami Rivertown project is a proposed mixed -use development located south of North
River Drive between NW 15 Avenue and NW 14 Avenue in Miami, Florida. The project
consists of approximately 1,002 residential units, 47,558 SF of retail space, and 97,819 SF of
office space. Primary access to the site is proposed on NW 15 Avenue via a two-way driveway.
A second driveway to the site is located to the west of NW 15 Avenue on North River Drive.
Build out of the project is anticipated by the year 2008. The subject site is located outside the
boundaries of the Downtown Miami Area -wide DRI.
Existing and future traffic conditions for the project area corridors were established using the
person -trip based corridor capacity method. This method, consistent with the City's
Comprehensive Plan, promotes improved transportation efficiency through increased private
vehicle occupancies and makes mass transit a full partner in the urban transportation system.
Analysis results show that the project area corridors are projected to operate within the
established corridor threshold.
The intersection capacity analysis was performed at the intersections under study using vehicular
volumes and the Highway Capacity Software (HCS), based on the procedures of the 2000
Highway Capacity Manual. Results of the future intersection analysis show that all intersections
operate within the standard adopted by the City.
Page I
Miami Rivertown
MUSP Traffic Impact Study
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1.0 INTRODUCTION
The Miami Rivertown project is a proposed mixed -use development located south of North
River Drive between NW 15 Avenue and NW 14 Avenue in Miami, Florida (see Exhibit 1). The
project consists of approximately 1,002 residential units, 47,558 SF of retail space, and 97,819
SF of office space. Primary access to the site is proposed on NW 15 Avenue via a two-way
driveway. A second driveway to the site is located to the west of NW 15 Avenue on North River
Drive. A copy of the site plan is included in Appendix A. Build out of the project is anticipated
by the year 2008. The subject site is located outside the boundaries of the Downtown Miami
Area -wide DRI.
1.1 Study Area
Consistent with the approved methodology for this project (see Appendix A) the traffic study
was performed for PM peak conditions. For traffic analysis purposes, the study area has been
defined as NW 20 Street to the north, Miami River to the south, NW 17 Avenue to the west, and
NW 12 Avenue to the east. Corridor capacity analysis was performed for NW 12 Avenue and
NW 17 Avenue. Intersection capacity analysis was performed for the following intersections:
• North River Drive / NW 14 Avenue
• NW 14 Street / NW 14 Avenue
• North River Drive / NW .17 Avenue
Page 2
W
ti
0
PROJ ECT
SITE
NW 7 ST
N.T.S.
W
JACKSON
MEMORIAL
HOSPITAL
NW 14 ST
PROJECT.
MIAMI RIVERTOWN
MUSP TRAFFIC IMPACT STUDY
TITLE.
LOCATION MAP
Page 3
Miami Rivertown
MUSP Traffic Impact Study
1.2 Study Objective
The objective of this traffic study is to assess possible PM peak hour impacts on the project area
corridors using the person -trip corridor capacity method. This method is designed to meet the
challenges posed by Florida's growth management laws: to promote compact urban
development, discourage suburban sprawl and improve urban mobility. The method is consistent
with the City's Comprehensive Plan and promotes improved transportation efficiency through
increased private vehicle occupancies, thus making mass transit a full partner in the urban
transportation system.
Page 4
Miami Rivertown
MUSP Traffic Impact Study
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2.0 EXISTING TRAFFIC CONDITIONS
2.1 Data Collection
Data collection for this study included roadway characteristics, intersection data, intersection
volumes, and signal timing. The data collection effort is described in detail in the following
sections.
2.1.1 Roadway Characteristics
NW 12 Avenue
NW 12 Avenue (SR 933) is a major arterial that provides north/south access throughout the City
of Miami from the northern limits of the city to Coral Way (SW 22 Street). Within the project
limits, NW 12 Avenue is a two-way, four -lane divided roadway. Exclusive left turn lanes are
provided at major intersections. On -street parking is prohibited. The posted speed limit is 35
mph.
NW 17 Avenue
NW 17 Avenue is a local roadway that provides north/south access within the study area. It is a
two-way, two-lane undivided roadway. On -street parking is prohibited and there are no posted
speed limit signs within the study area.
2.1.2 Traffic Counts
Consistent with the methodology submitted to and approved by the City, peak period vehicle
turning movement counts and 24-hour directional counts were collected at the intersections and
segments under study. Seasonal adjustment factors were obtained from the Florida Department
of Transportation (FDOT). Traffic counts are included in Appendix B. Exhibit 2 shows the
adjusted 2004 PM peak season, peak hour period traffic volumes at the study intersections.
Page 5
Miami Rivertown
MUSP Traffic Impact Study
2.1.3 Intersection Data
A field survey was conducted to determine the lane configurations for the roadways and
intersections under study. Existing signal timing data was obtained from Miami -Dade County
for the analyzed intersection. Signal information is included in Appendix B. This information
provided the signal phasing and timing used in the intersection capacity analysis. Exhibit 3
shows the existing lane configurations for the intersections and roadways studied.
Page 6
t 19
-.-117
18
4
120 -
215 —► \
214—,4,-""
9
r
co
447 - —
40
f•
-43
NW 14 AVE
L
NW 15 AVE it/�
L
NW 17 AVE
PROJECT4
MIAMI RIVERTOWN
MUSP TRAFFIC IMPACT STUDY
TITLE;
EXISTING PM PEAK
TRAFFIC VOLUMES
EXHIBIT No.
Page 7
2
•
dPa
PROJECT.
MIAMI RIVERTOWN
MUSP TRAFFIC IMPACT STUDY
TITLE.
EXISTING
LANE CONFIGURATION
Page 8
3
Miami Rivertown
MUSP Traffic Impact Study
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2.2 Corridor Capacity Analysis
Existing traffic conditions for the project area corridors have been established using the person -
trip based corridor capacity method. The methodology for this analysis is outlined in the Miami
Comprehensive Neighborhood Plan. The existing traffic conditions analysis identifies the
person -trip volumes and person -trip capacities of the corridors, establishes existing person -trip
usage and identifies whether or not person -trip deficiencies exist. An adopted standard of LOS E
applies to the transportation corridors as measured by the person -trip method.
The existing conditions analysis establishes the multi -modal corridor conditions within the
project area. The person -trip capacities and volumes for the study corridors have been developed
consistent with the approved methodology for this project as described below:
Person -Trip Volumes
Link volumes collected were adjusted to peak season traffic conditions using seasonal
adjustment factors provided by FDOT. Peak hour maximum service volumes were obtained
from FDOT's 2002 Quality/Level of Service Handbook Transit (metrobus) ridership and
capacity data was obtained from Miami Dade County. Fixed rail (metrorail) ridership and
capacity was obtained from Increment II of the Downtown Miami Area -wide DRI. An analysis
of existing vehicle roadway and transit conditions is shown in Exhibit 4, supporting information
included in Appendix C.
Person -Trip Capacity
Vehicle occupancy for the person -trip capacity calculations is based upon a comprehensive study
performed for the City of Miami. The vehicle occupancy factor of 1.6 persons per vehicle is
approved for use as the practical capacity of a private passenger vehicle to determine the person -
trip capacity of the vehicular traffic system.
The bus capacity for each corridor was determined based on the number of transit vehicles per
hour and the person -trip capacity of each transit vehicle.
Page 9
•
Exhibit 4
Existing Corridor and Transit Conditions
Corridor
From To
Roadway Conditions (vehicles)
Transit Conditions (persons) "
Dir
Existing
Lanes
Count
Sourced
Period
.
Raw PM •
Peak Hour
Volume
Peak
Season
Factor
PM
Peak Hour
Volume
Dir Max
Service "
Volume [1)
Total
Bus
Ridership
[2]
Bus
Capacity
12]
Total
Motorail
Ridership
[3]
Motorail
Capacity
[4]
Total
Metromover
Ridership
Metromover
Capacity
Total
Transit
Ridership
Transit
Capacity
NW 12 AVENUE
N RIVER DRIVE NW 20 STREET
NW 17 AVENUE
N RIVER DRIVE NW 20 STREET
NB
SB
NB
SB
2LD
2LD
1LU
1LU
DPA - PM
DPA - PM
DPA - PM
DPA - PM
1147
768
572
522
1.01
1.01
1.01
1.01
1158
776
578
527
1660
1660
810
810
40
37
0
0
472
472
0
0
684 .
1384
0
0
2925
2925
0
0
0
0
0
0
0
0
0
0
724
1421
0
0
3397
3397
0
0
Notes:
[1] Peak Hour Directional Maximum Service Volumes are obtained from FDOTs Quality/Level of Service Handbook.
[2] Transit and roadway information obtained from Miami -Dade County (see Appendix C).
[3] Peak person trip assign to each Ilnk reflects only 50% of the total ridership consistent with Downtown Miami DRI Increment II methodology.
[4) Peak person trip assigned to each Iink reflects only 50% of the total capacity consistent with Downtown Miami DRI Increment II methodology.
Miami Rivertown
MUSP Traffic Impact Study
•
Available Person -Trip Capacity
The available person -trip capacity for each corridor is shown in Exhibit 5 based on the
following: Person -trip capacity — Person -trip volume = Available Person -trip capacity. A
general level of service designation is provided for each study corridor based on the calculated
available person -trip capacity. A person -trip level of service look -up table was developed based
on the ratios derived from the FDOT's 2002 Quality/Level of Service Handbook (see Appendix
C). Based upon the person -trip evaluation for existing traffic conditions, no study corridor
operates below the acceptable "person -trip" level of service standards.
2.3 Intersection Capacity Analysis
The intersection capacity analysis was performed using vehicular volumes and the Highway
Capacity Software (HCS), based on the procedures of the 2000 Highway Capacity Manual.
Exhibit 6 shows the resulting LOS for existing conditions at the intersections under study,
analysis worksheets are included in Appendix D. All three intersections operate within the
standard adopted by the city.
Exhibit 6
2004 Intersection Capacity Analysis
Weekday PM Peak Hour Conditions
Intersection
SIU
Existing LOS
North River Drive / NW 14 Avenue
S
B
NW 14 Street / NW 14 Avenue
S
D
North River Drive / NW 17 Avenue
S
C
Notes : U= unsignalized S= signalized
Source: DPA
Page 11
Exhibit 5
Person -Trip Volume and Capacity
Existing Conditions Matrix
Corridor
From To
Roadway Mode
Transit Mode
Segment Total
Dir
(a)
Roadway
Vehicular
Capacity
(b)
Pers-Trlp
Capacity
@PPV=1.6
(a) * 1.6
(c)
Roadway
Vehicular
Volume
(d)
Pers-Trlp
Volume
0 PPV=1.4
(c)' 1.4
(e)
Excess
Pers-Trip
Capacity
(b) - (d)
(t)
Total
Pers-Trip
Capacity
(9)
Total
Pers-Trip
Volume
(h)
Pens -Trip
Excess
Capacity
M7(g)
(i)
Segment
Pers-Trip
Capacity
(b)+(t)
(i)
Segment
Pen: -Trip
Volume
(d)+(g)
(k)
Peps -Trip
Excess
Capacity
(i)-(1)
U)
Segment
Person Trip
v/c
(j)/(i)
LOS
NW 12 AVENUE
N RIVER DRIVE NW 20 STREET
NW 17 AVENUE
N RIVER DRIVE NW 20 STREET
NB
SB
NB
SB
[1]
1660
1660
810
810
(2]
2656
2656
1296
1296
131
1158
776
578
527
[4]
1622
1086
809
738
1034
1570
487
558
[5]
3397
3397
0
0
[6]
724
1421
0
0
2673
1976
0
0
6053
6053
1296
1296
2346
2507
809
738
3707
3546
487
558
0.39
0.41
0.62
0.57
In
C
D
D
C
Notes:
[1 ] The Roadway Vehicular Capacity is obtained from Exhibit 4.
[2] Person -Trip capacity is derived by applying a 1.6 vehicle occupancy to the vehicular capacity.
[3]) The Roadway Vehicular Volume is obtained from Exhibit 4.
[4] Person -Trip Volume is derived by applying a 1.4 vehicle occupancy to the vehicular capacity.
[5] The Total Transit Person -Trip Capacity is obtained by adding bus, metrorall and metromover capacities (see Exhibit 4).
[6] The Total Transit Person -Trip Volume is obtained by adding bus and metromover volumes (see Exhibit 4).
[7] The Person Trip LOS is provided consistent with the FDOTs Quality/Level of Service Handbook (see Appendix C).
Miami Rivertown
MUSP Traffic Impact Study
•
3.0 PLANNWD AND PROGRAMMED ROADWAY
IMPROVEMENTS
The 2004 Miami -Dade County Transportation Improvement Program (TIP) and the 2025 Metro -
Dade. Transportation Plan Long Range Element, were reviewed to identify any programmed or
planned projects within the limits of the study area established. These documents show no
officially programmed or planned capacity improvement projects within the study area prior to
completion of the proposed project.
Page 13
Miami Rivertown
MUSP Traffic Impact Study
• 4.1 Background Traffic
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4.0 FUTURE TRAFFIC CONDITIONS
Consistent with other traffic studies performed in the area, a conservative 0.5 percent growth
factor was applied to existing traffic volumes. This growth rate is intended to account for future
growth due to additional developments that have not been identified at this time but occur within
the study period.
4.2 Committed Developments
A list of projects was obtained from city staff, City of Miami Planning and Zoning Department
Report on Private Development From 1996 to Present (Updated through October 2004). These
projects are approved and are either under construction or about to break ground. Other projects
are approved by City Commission but with no building permits, or in the application stage. The
only project in the vicinity of Miami Rivertown is New Miami City View Apartments. The
project size and trip generation is included in Appendix E. Traffic generated by this
development was distributed using the Cardinal Distribution from the appropriate TAZ. For
estimating trip distribution for the committed project, consideration was given to conditions such
as the roadway network, roadway available to travel in the desired direction and attractiveness of
traveling on a specific roadway. This information and a matrix showing volumes from the
committed development is also included in Appendix E. Future traffic volumes were projected
for the build -out year 2008. Exhibit 7 shows the projected turning movement volumes without
the project.
Page 14
NW14AVE
In
r
Nr
K— 4
H
co
57-J
466 —► .
42—I
28
219 —►
62 —t
NW 15 AVE
NW17AVE
i
PROJECT.
MIAMI RIVERTOWN
MUSP TRAFFIC IMPACT STUDY
TITLE.
FUTURE WITHOUT PROJECT
PM PEAK
TRAFFIC VOLUMES
EXHIBIT No.
7
Page 15
Miami Rivertown
MUSP Traffic Impact Study
•
4.3 Project Traffic
4.3.1 Project Trip Generation
Project trip generation will be based on the calculation of person -trips consistent with the City of
Miami Comprehensive Plan. Person -trips generated by the project were established using
Increment II of the Downtown DRI as a guideline together with the approved methodology:
• The gross vehicular trip generation for each land use was determined using the Institute of
Transportation Engineers (ITE) Trip Generation rates or formulas.
• Gross vehicular trips were reduced by 16% based upon the use of the ITE trip rates (City of
Miami's 1.4 vs. ITE's 1.2 pers/veh).
• Gross vehicular trips were reduced by 15% to reflect transit usage based on close proximity
to Civic Center and Santa Clara Metrorail Stations and other available transit.
• Gross vehicular trips were also reduced by 10% for pedestrian/bicycle.
• The net external vehicle trips were converted to person -trips using 1.4 persons per vehicle
pursuant to City standards.
• The vehicular trips assigned to transit were converted back to person -trips using 1.4 persons
per vehicle pursuant to City standards.
• The net external person -trips were obtained by adding together the project net external
person -trips for the vehicle and transit modes.
A trip generation summary for the project is provided in Exhibit 8.
Page 16
•
Exhibit 8
PM Peak Hour Trip Generation Analysis
USES
UNITS
PM PEAK HOUR TRIPS
ITE Land Use Code
IN
OUT
TOTAL
%
Trips
%
Trips
Trips
High -Rise Condominiums
1,002 DU
232
62%
240
38%
140
380
Specialty Retail
47,558 SQ. FT.
814
44%
57
56%
72
129
General Office
97,819 SQ. FT.
710
17%
32
83%
156
188
GROSS VEHICLE TRIPS
47%
329
53%
368
697
Vehicle Occupancy Adjustment 0 16.00% of Gross External Trips (1)
47%
53
53%
59
112
Transit Trip Reduction 0 15.00% of Gross External Trips (2)
47%
49
53%
55
105
Pedestrian / Bicycle Trip Reduction 0 10.00% of Gross External Trips (3)
47%
33
53%
37
70
NET EXTERNAL VEHICLE TRIPS
47%
194
53%
217
411
Net External Person Trips in Vehicles 0 1.40 Persons/ Vehicle
47%
272
53%
304
576
Net External Person Trips using Transit 0 1.40 Persons/ Vehicle
47%
69
53%
77
146
Net External Person Trips (vehicles and transit modes)
47%
341
53%
381
722
Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle
47%
46
53%
52
98
Notes
(1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh)
(2) Transit trip reduction based on close proximity to Civic Center and Santa Clara Metrorail Stations and other available transit.
(3) Pedestrian and bicycle trip reductions based on engineering judgement.
Miami Rivertown
MUSP Traffic Impact Study
•
•
4.3.2 Proiect Trip Assignment
Project traffic was distributed and assigned to the study area using the Cardinal Distribution for
TAZ 477, shown in Exhibit 9. The Cardinal Distribution gives a generalized distribution of trips
from a TAZ to other parts of Miami -Dade County.
For estimating the trip distribution for the project location, consideration was given to conditions
such as the roadway network accessed by the project, roadways available to travel in the desired
direction, and attractiveness of traveling on a specific roadway. Exhibit 10 shows the project
vehicular trip assignment to the impacted roadway segments and intersections.
Exhibit 9
Cardinal Distribution of Trips
TAZ 477
Cardinal Direction
Distribution
TAZ 477
NNW
19.44%
ENW
7.05%
ESE
10.82%
SSE
3.92%
SSW
13.34%
WSW
17.74%
WNW
17.09%
NNW
14.60%
Total
100.00%
Page 18
NW12AVE
%0 L --0—
/\,
CO
N
H
co
to
15% -->.-
e
NW 14 AVE
NW 15 AVE
NW 17 AVE
co
4 59
-�— 55%
PROJECT:
MIAMI RIVERTOWN
MUSP TRAFFIC IMPACT STUDY
TITLE
PROJECT TRIP ASSIGNMENT
Page 19
10
Miami Rivertown
MUSP Traffic Impact Study
4.4 Future Corridor Capacity Analysis
The existing person -trip volumes were combined with the committed development and
background growth person -trips to obtain the total year 2008 person -trip volume without project.
The net external project person -trips were then added to get the future person -trip volumes with
project. These volumes were compared to the future person -trips capacities to determined future
level of service. The future person -trip volume and capacity matrix is shown in Exhibit 11. All
corridors analyzed are projected to operate within the established LOS E threshold.
4.5 Future Intersection Capacity Analysis
Background growth and committed development trips were combined with the adjusted 2004
existing traffic to get the total year 2008 vehicular traffic without project on the study
intersections. The project trips were then added to obtain the future with traffic volumes.
Exhibit 12 shows the project PM peak hour vehicular volumes and Exhibit 13 shows the total
(with project) PM peak hour vehicular volumes at the intersections under study.
Results of the future intersection analysis show that all intersections will operate within the LOS
E standard adopted by the city. Exhibit 14 shows the resulting LOS at the intersections under
study. Intersection capacity analysis worksheets are provided in Appendix D.
Exhibit 14
Future Intersection Capacity Analysis
Weekday PM Peak Hour Conditions
Intersection
S/U
Future
Without
Project
Future With
Project
North River Drive / NW 14 Avenue
S
B
B
NW 14 Street / NW 14 Avenue
S
D
D
North River Drive / NW 17 Avenue
S
C
C
Notes : U= unsignalized S= signalized
Source: DPA
Page 20
b
r.
a
y
Exhibit 11
Person -Trip Volume and Capacity
Future Conditions Matrix
Corridor
From To
Without Project
With Project
Dlr
(a)
Existing
Pers-Trip
Volumes
(b)
Future
Bkg.
Pers-Trip
0.5%
4
(c)
Committed
Development
Pers-Trip
(d)
Future
Pers-Trip
Volumes
(b)+(c)
(e)
Future
Pers-Trip
Capacity
(f)
Future w/out Proj
Pers-Trip
(9)
Project
Pers-Trip
Volume
(h)
Total
Pers-Tdp
Volumes
(d)+(g)
a)
Future
Pers-Trip
Capacity
a)
Future with Proj
Pers-Trip
v/c
(d)/(e)
LOS
v/c
(h)/(I)
LOS
[1l
121
[3]
[4]
[5]
[3)
[4]
NW 12 AVENUE
N RIVER DRIVE NW 20 STREET
NB
2346
2393
-3
2396
6053
0.40
D
38
2434
6053
0.40
D
SB
2507
2557
6
2563
6053
0.42
D
34
2597
6053
0.43
D
NW 17 AVENUE
N RIVER DRIVE NW 20 STREET
NB
809
825
5
830
1296
0.64
D
57
887
•1296
0.68
D
SB
738
753
8
761
1296
0.59
C
51
812
1296
0.63
D
Notes:
[1 ] The Existing Person Trip Volume Is obtained from Exhibit 5, column W.
[2] Year 2006 Background Person Trip Volume Is derived by applying a 2% growth factor to the existing person -trip volume.
[3] The Total Future Peak Hour Person Trip Capacity Is obtained by adding all modes of transportation (Exhibit 5, column (i))
[4] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook (see Appendix C).
[5] Project Person Trip Volumes are derived from Trip Generation Analysis (Net External Person Trips (Vehicles + Transit)).
•.
0)
29�
NW 14 AVE
(22)
"ro--(11)
�— (22)
�(1636 15 AVE
a �r
EON
NW 17 AVE
m
N
cr
1
PROJECT,
MIAMI RIVERTOWN
MUSP TRAFFIC IMPACT STUDY
TITLE,
PM PEAK
PROJECT TRAFFIC VOLUMES
EXHIBIT No.
12
Page 22
•
2
122 —1
219
218
23 —�
r
NW 14 AVE
AN\dg,%
482
F—140
co en
28 -4
219
62�
a ry 4)ry
/ 11
22
'`— 163NW 15 AVE
NW 17 AVE
co
N
86 -J
466 —0—
42 —�
PROJECT,
MIAMI RIVERTOWN
MUSP TRAFFIC IMPACT STUDY
T(TLEi
FUTURE WITH PROJECT
PM PEAK
TRAFFIC VOLUMES
EXHIBIT No.
13
Page 23
Miami Rivertown
MUSP Traffic Impact Study
•
4.6 Site Access
Primary access to the site is proposed on NW 15 Avenue via a two-way driveway. A second
driveway to the site is located to the west of NW 15 Avenue on North River Drive. The two
driveways are accessible via a proposed connector street running through the center building.
Build out of the project is anticipated by the year 2008. No conflicts will occur with proposed
driveways. The project trips were assigned to the driveways and analyzed. HCS analyses for the
project driveways show adequate operations. The analysis worksheets are included in Appendix
D.
Page 24
Miami Rivertown
MUSP Traffic Impact Study
•
5.0 CONCLUSIONS
An assessment of the PM peak hour traffic associated with the development of Miami Rivertown
was performed in accordance with the approved methodology submitted to the city. Analysis of
future (2008) traffic conditions with the project during the PM peak hour shows that the City of
Miami's adopted Level of Service standards will not be exceeded. Adequate capacity during the
PM peak hour is available to accommodate the proposed project trips within the study area at the
intersections and on the transportation corridor segments analyzed. A traffic control measures
plan has been developed for this project. The plan is included in Appendix F.
musp 110904.doc
Page 25
•
•
•
Appendix A
Approved Transportation
Methodology
Site Plan
•
•
•
DAVID PLUMMER & ASSOCIATES, INC.
TRANSPORTATION • CIVIL • STRUCTURAL • ENVIRONMENTAL
To:
Affiliation:
From:
RE:
cc:
Facsimile Transmission
Mr. Raj Shanmugam, PE
URS Corporation
Juan Espinosa, PE
Miami Rivertown - #04234
1
Fax #:
Phone #:
Date:
Pages:
Lilia Medina, Ed Woodbury, Steven Stattner; file
(954) 739-1789
(954) 739-1881
October 5, 2004
3 page(s), including cover
REVISED — OCTOBER 6, 2004
Integrated Property Services is pursuing approvals for a mixed use project located on North River Drive west of
NW 14 Avenue in Miami, Florida. The project consists of approximately 585 residential dwelling units, 63
townhomes, 97,000 SF of office space, 47,000 SF of retail space and 1,620 parking spaces. Access to the site is
proposed on North River Drive, please see attached site plan. The study area is NW 20 Street to the north, NW 17
Avenue to the west, NW 12 Avenue to the east and the Miami River to the south. The subject site is located
outside the limits of the Downtown Miami Area -wide DRL
This will serve as our methodology for the subject MUSP traffic impact study.
• Turning movement traffic counts are to be collected during the PM (4:00-6:00) peak period at four major
intersections in the immediate project vicinity.
1. North River Drive / NW 14 Avenue (signalized)
2. NW 14 Street / NW 14 Avenue (signalized)
3. North River Drive / NW 17 Avenue (signalized)
In addition to these intersections, we will analyze the project driveways.
• Segment traffic volumes will be collected as 24-hour machine counts at the following locations:
1. NW 12 Avenue between North River Drive and NW 20 Street
2. NW 17 Avenue between North River Drive and NW 20 Street
• Available Florida Department of Transportation (FDOT) counts will be consulted where appropriate.
• Raw traffic counts will be adjusted to peak season (for the peak hour period).
• The signal timing and phasing at the study signalized intersections will be obtained from Miami -Dade County.
• Existing and future traffic conditions for the project area corridors (South Miami Avenue and Coral Way) will
be established using the person -trip method. The methodology for this method is outlined in the Miami
1750 PONCE DE LEON BOULEVARD
CORAL GABLES, FLORIDA 33134
TELEPHONE: 305 447-0900, FAX: 305 444-4986
E-MAIL: dpa@dplummer.com
•
•
Comprehensive Neighborhood Plan. Rubber tire and fixed rail transit capacity of the study corridors will be
established based on available information from Increment II of the Downtown DRI.
• Corridor capacity will be estimated using generalized vehicular capacities (converted to person -trips) from the
Downtown DRI, FDOT LOS Manual, or other acceptable equivalent.
• Project Traffic — project trip generation will be based on the calculation of person -trips consistent with the city
of Miami Comprehensive Plan. Person -trips generated by the project will be established using the following
procedure:
• Determine the gross vehicular trip generation for each land use using the Institute of Transportation Engineers
(ITE) Trip Generation rates or formulas.
• Reduce gross vehicular trips by a vehicle occupancy adjustment based upon the use of the ITE trip rates (City
of Miami's 1.4 vs. ITE's 1.2 pers/veh).
• Reduce gross vehicular tries by a transit reduction based on projected modal splits from MDT transit data.
• Reduce gross vehicular trips by a pedestrian/bicycle reduction based on estimates from Miami -Dade County
data, engineering judgment or other acceptable equivalent.
• Establish the net external vehicle trips.
• Convert the net external vehicle trips to person -trips using 1.4 persons per vehicle pursuant to City standards.
• Convert the vehicular trips assigned to transit back to person -trips using 1.4 persons per vehicle pursuant to
City standards.
• Add together the project net external person -trips for the vehicle and transit modes.
• Background Traffic. A growth factor consistent with historical annual growth in the area will be applied to the
existing traffic volumes.
• Committed Developments. Will be based on list of relevant projects provided by the city that fall within the
established study area. Committed development trips will also be converted to person -trips based on the
methodology described above.
• Highway Capacity Software (HCS) based on the 2000 Highway Capacity Manual (HCM) will be used for
existing and future intersection capacity analysis. Project and committed development net external vehicle
trips (adjusted for transit, pedestrian and occupancy as described above) will be used for the intersection
capacity analysis. Intersection capacity analyses will be performed at the four study intersections and the
proposed project driveways.
• Trip Assignment. Net new external project traffic will be assigned to the adjacent street network using the
appropriate cardinal distribution from the Metro -Dade Long Range Transportation Plan Update, published by
the Metropolitan Planning Organization. Normal traffic patterns will also be considered when assigning
project trips.
If you have any questions you can contact me at (305) 447-0900.
traffic_mett_fax_rev.doc
0. ---- 1750 PONCE DE LEON BOULEVARD
CORAL GABLES, FLORIDA 33134
TELEPHONE: 305 447-0900, FAX 305 444-4986
E-MAIL: dpa@dplummer.com
dPa
„y-/
10'-0” Setback
ti�iEiGicrteii2i■.e�z■rLimmEilra*aaweneek A■*illh
Ground Floor / Site Plan
ANTUNOVICH ASSOCIATES
Architects Planners
224 West Huron Street 312,266.1126
Chicago. Illinois 60610 Fax 312.266.7123
urf - :rklag
40,f p ' 444%1,.,
frig
,
PHAS PHASE III
0 15 30 60
September 20, 2004
WOLFBERG °RTY SERVICES
Architects
1500 San Remo Avenu
Coral Gables, Florida '
305.666.5474
Fax 305.669.9875
McCAFFERY INTERESTS
Developers
737 N. Michigan Ave. 312.944.3777
Chicago, Illinois 60611 Fax 312.944.7107
A2.01
Appendix B
Traffic Counts
Signal Timings
Raw Traffic Counts
•
•
Traffic Survey Specialists, Inc. 624 Gardenia Terrace
Delray Beach, Florida 33444 Phone (561) 272-3255
Volume Report with 24 Hour Totals Page 1
k*****************************************************************************
Data File : D1014002.PRN
Station : 000000101301
Identification : 000110252076 Interval : 15 minutes
Start date : Oct 14, 04 Start time : 00:00
Stop date : Oct 14, 04 Stop time : 24:00
City/Town : Miami, FL County : Dade
Location : NW 12th Avenue Btwn NW 17th & 18th Sts
*******************************************************************************
Oct 14 Northbound Volume for bane 1
End Time 00 01 02 03 04 05 06 07 08 09 10 11
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
15. 59 25 17 19 14 38 86 151 185 158 230 213•
30 29 27 21 17 17 50 100 177 187 184 178 192
45 30 22 22 10 23 71 137 231 207 173 197 209
00 34 15 8 17 30 75 180 234 168 143 176 234
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
Hr Total 152 89 68 63 84 234 503 793 747 658 781 848
End Time 12 13 14 15 16 17 18 19 20 21 22 23
15 192 201 237 254 306 326 190 175 134 93 75 86
30 203 177 259 263 306 283 215 162 103 76 64 79
45 256 235 243 323 346 243 193 162 80 67 69 87
00 197 198 214 343 266 217 165 169 95 71 71 122
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
Hr Total 848 811 953 1183 1224 1069 763 668 412 307 279 374
41" Hour Total : 13911
�.•. peak hour begins : 11:00 AM peak volume : 848 Peak hour factor : 0.91
PM peak hour begins : 15:45 PM peak volume : 1301 Peak hour factor : 0.94
k******************************************************************************
Oct 14 Southbound Volume for Lane 2
Ind Time 00 01 02 03 04 05 06 07 08 09 10 11
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
G=: 15 56 14 14 19 14 25 90 158 273 261 206 188
30 27 11 8 6 11 27 101 220 260 247 197 193
45 24 13 13 8 11 41 157 270 302 259 219 206
00 22 9 19 11 18 67 181 267 296 229 186 202
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
1r Total 129 47 54 44 54 160 529 915 1131 996 808 789
end Time 12 13 14 15 16 17 18 19 20 21 22 23
15 199 191 177 205 223 191 208 194 126 77 66 54
30 219 190 186 228 192 212 204 156 83 50 67 45
45 233 184 215 217 185 175 189 126 92 53 60 63
00 223 229 226 210 192 166 174 113 79 57 69 61
Jr Total 874 794 804 860 792 744 775 589 380 237 262 223
24 Hour Total : 12990
1M peak hour begins : 08:00 AM peak volume : 1131 Peak hour factor : 0.94
PM peak hour begins : 15:15 PM peak volume : 878 Peak hour factor : 0.96
_******************************************************************************
•
Traffic Survey Specialists, Inc. 624 Gardeni
Delray Beach, Florida 33444 Phone (561) 2
•Volume Report with 24 Hour Totals
*******************************************************
Data File : D1014002.PRN
Station : 000000101301
Identification : 000110252076 Interval
,,Start date : Oct 14, 04. Start time :.
..Stop date : Oct 14, 04 Stop time .
::City/Town : Miami, FL. County .
-Location : NW 12th.Averiue Btwn NW 17th & 18th Sts
*********************************************************
Oct 14
Total Volume for All Lanes
a Terrace
72-3255
Page 2
***********************
15 minutes
00:00
24:00
Dade
**********************
End Time 00 01
15 115 39
30 56 38
45 5.4 35
00 56 24
Hr Total 281
02
31
29
35
27
136 122
03
38 .28 63 176 309
23 28 77 201 397
18 34 112 294 501
28 48 142 361 501
107 138 394 1032 1708
04 05 06 07
08 09
458 . 419
447 431
509 432
464 372
1878 1654
10
436
375
416
362
1589
11
401
385
415
436
1637
End Time 12 13
15 391 .392
30 422 367
45 489 419
00 420 427
Hr Total 1722 1605
14
414
445
458
440
1,757
'15
459
491
540
553
2043
16
529
498
531
458
2016
17
517
495
418
383
1813
18
398
419
382
339
1538
19
369
318
288
282
1257
20 21
260 170
186 126
172 120
174 128
792 544
22
141
131
129
140
541
23
140
124
150
183
597
Hour Total : 26901
1-wi peak hour begins : 07:45 AM peak volume 1915 Peak hour factor : 0.94
PM peak hour begins : 15:30 PM peak volume : 2120 Peak hour factor : 0.96
*******************************************************************************
•
Traffic Survey Specialists, Inc. 624 Gardenia Terrace
Delray, Beach, Florida 33444 Phone (561) 272-3255
Volume Report with 24 Hour Totals Page 1
el - !1,********************************************************************-****************•*********
ca File D1014001.?RN .
' Station : 000000101302
Identification : 000110252093 Interval : 15 minutes
Start date : Oct 14, 04 Start time : 00:00
_Stop date : Oct 14, 04 Stop time : 24:00
,City/Town : Miami, FL County . : Dade
Location : NW 17th Avenue South of NW 16th Street
_****************************************************************************,�**
- Oct 14 Northbound Volume for Lane 1
End Time 00 01 02 03 04 05 06 07 08 09 10 11
15 45 11 4 12 2 2 47 29 124 119 158 125:.
30 18 2 7 5 4 10 87 160 105 127 135 153
45 18 9 6 4 6 23 102 123 142 128 118 159
00 7 5 4 3 3 31 85 150 117 42 115 123
Hr Total 88 27 21 24 15 66 321 462 488 416 526 560
End Time 12 13 14 15 16 17 18 19 20 21 22 23
15 87 139 117 99 93 138 102 60 67 64 50 46
30 154 150 133 175 172 197 84 46 76. 61 52 57
45 158 168 160 139 134 140 87 95 52 75 38 135
00 158 124 122 188 152 117 93 79 43. 43 35 241
Hr Total 557 581 532 601 551 592 366 280 238 243 175 479
?A Hour Total : 8209
peak hour begins : 11:00 AM peak volume : 560 Peak hour factor : 0.88
1-,•t peak hour begins : 16:45 PM peak volume : 627 Peak hour factor : 0.80
***************************************************.***.*************************
Oct 14 Southbound Volume for Lane 2
''End Time 00 01 02 03 04 05 06 07 08 09 10 11
15 26 . 11 9 5 7 12 53 92 109 127 130 114
30 24 5 9 7 6 8 68 108 126 104 127 143
45 9 2 13 2 6 25 97 99 123 133 108 152
00 7 11 6 8 14 36 75 116 127 113 111 146
Hr Total 66 29 37 22 33 81 293 415 485 477 476 555
End Time 12 13 14 15 16 17 18 19 20 21 22 23
15 93 138 138 83 108 57 143 149 104 56 63 38
30 92 136 83 190 128 183 155 142 81 57 •42 41
45 141 143 184 146 141 168 163 97 87 67 39 24
00 135 140 129 ..135 93 166 157 118 62 62 39 26
Hr Total 461 557 534 554 470 574 618 506 334 .242 183 129
24 Hour Total : 8131
AM peak hour begins : 11:00 AM peak volume : 555 Peak hour factor : 0.91
?M-peak hour begins : 17:15 PM peak volume : 660 Peak hour factor : 0.90
*******************************************************************************
Traffic Survey Specialists, Inc. 624 Gardenia Terrace
Delray Beach, Florida 33444 Phone (561) 272-3255
Volume Report with 24 Hour Totals Page 2
0 k*****************************************************************************
Data File D1014001.PRN
Station : 000000101302.
Identification : 000110252093 Interval : 15 minutes
...Start date : Oct 14, 04 Start time : 00:00
``Stop date : Oct 14, 04 Stop time : 24:00
_
';City/Town : Miami, FL County : Dade
--:Location : NW 17th Avenue South of NW 16th Street
*******************************************************************************
Oct 14 Total Volume for All Lanes
End Time .00 . 01 02 03 04 .05 06 07. 08 09 10 11
15 .71 22 13 17 9 14 100 - 121 233 '246 288 239
30 •.42 7 16 12 10 18 155 ' 268 231 231 262 296
45 27 11 19 6. 12 .48 199 222 -265 261 226 311
00 .14 16 10 11 17 67 160 ' 266 244 1.55 226 269
Hr Total 154 56 58 46 48 147 614 877 973 893 1002 1115
End Time 12 13 14 15 16 17 18 19 20 21 22 23
15 .180 277 255 182 201 195 245 209 171 120 113 84
30 246 286 216 365 300 380 239 188 '157 118 94 98
45 299 311 344 285. 275 308 250 192 139 142 77 159
00 293 264 251 323 245 283 250 197 105 105 74 267
fir Total 1018 1138 1066 1155 1021 1166 984 786 572 485 358 608
IDHour Total : 16340 .
IL - peak hour begins : 11:00 AM peak volume •: 1115 Peak hour factor : 0.90
PM peak hour begins : 17:15 PM peak volume : 1216 Peak hour factor : 0.80
k******************************************************************************'
NORTH RIVER DRIVE & IN 14TH AVENUE
MIAMI, FLORIDA
COUNTED BY: JOEL SANTANA
eTANALIZED
TRAFFIC SURVEY SPECIALISTS, INC.
624 GARDERIA TERRACE
DELRAY BEACH, FLORIDA 33444
1561) 272-3255 FAX 1561) 272-4381
ALL VEHICLES i PEDS
Site Code : 00040206
Start Date: 10/14/04
File I.D. : NRIV14AV
Page : 1
NW 14TH AVENUE
From North
Peds -Right Thru Left
==Date 10/14/04
16:00 1 20 64 1
16:15 2 19 61 10
16:30 2 19 36 2
16.45 0 12 52 2
Er Total 5 70 213 15
17:00 0 38 86 6
f=-17:15 0 4 54 9
17:30 2 6 43 9
1.7:45 0 3 3(1 15
Kr Total 2 51 213 39
•
NW 12TH STREET
From East
Peds Right Thru Left
NW 14TH AVENUE/N.R.Dr.
From South
Peds Right Thru Left
NORTH RIVER DRIVE
From West
Peds Right Thru Left
Vehicle
Total
0 4 34 6
0 9 40 4
4 9 41 4
15 11 44 0
19 33 159 14
7 23 37 4
2 7 49 0
3 6 27 2
4 6 26 3
16 42 139 9
' 6 1 15 100
3 5 27 61
24 2 25 72
34 4 21 ZL
67 12 94 304
12 4 42 75'
8 3 15 68
8 12 13 60
5 8 18 53
33 27 88 256
0 107 8 0
0 71 21 2
2 46 12 0
2 63 14 0
4 287 55 2
0 79 13 0
2 64 19 1
2 73 21 0
3 5I 24 2
7 274 77 3
360
330
268
300
1258.
407
293
272
246
1218
*TOTAL* 7 121 426 54 1 35 75 298 23 I 100 39 182 560 1 11 561 132 5 I 2476
3 Tl I�a1 (1O\Ic-�,crz�-
NORTH RIVER DRIVE & NV 14TH AVENUE
MIIAMI, FLORIDA
COUNTED BY: JOBL SANTANA
lip"VALIZBD
TRAFFIC SURVEY SPECIALISTS, INC.
624 GARDENIA TERRACE
DELRAY BEACH, FLORIDA 33444
(5611 272-3255 FAX (561) 272-4381
ALL VEHICLES & PEDS
Site Code : 00040206
Start Date: 10/14/04
File I.D. : NRIV14AV
Page : 2
NA 14TH AVENUE
From North
Peds Right Thru Left
Date 10/14/04
NV 12TH STREET
From Bast
Peds Right Thru Left
NE 14TE AVENUE/N.R.Dr.
From South
Peds Right Thru Left
NORTH RIVER DRIVE
From Nest
Peds Right Thru Left
Vehicle
Total
121
121
-'NORTH RIVER DRIVE
•
560
298 979
121
5
5
• 132
NW 14TH AVENUE
426
60
54
5
182
75
426 54 262
1
863
ALL VEHICLES & PEDS
621
,677
132 698
561
11
561
11
J
Intersection Total
2,476
23
426
561
1,010
1,791
560
560
35
35
7
75 5
396 298
781
• 182
NW 14TH AVENUE/N.R Dr.
182
298
23
23
225
NW 12TH STREET
54
132
39
39 100
39 100
NORTH RIVER DRIVE & IN 14TH AVENUE
NIANI, FLORIDA
COUNTED BY: JOEL SANTANA
IIIIIIRTGNALIZED
TRAFFIC SURVEY SPECIALISTS, INC.
624 GARDENIA TERRACE
DELRAY BEACH, FLORIDA 33444
(561) 272-3255 FAX (561) 272-4381
ALL VEHICLES & PEDS
Site Code : 00040206
Start Date: 10/14/04
File I.D. : NRIV14AV
Page : 3
Ni 14T1 AVENUE
From North
Peds Right Thru Left
Date 10/14/04
=-:Peak Hour Analysis By Entire
Peak start 16:15
Volume - 88 235 20
Percent - 268 691 6I
Pk total 343
Highest 17:00
'Volume - 38 86 6
Hi total 130
_.PRY .66
.NORTH RIVER DRIVE
279
162 529
88
2
2
1
60
NE 12TH STREET
From East
Peds Right Thru Left
NV 14TH AVENUE/N.R.Dr.
From South
Peds Right Thru Left
NORTH RIVER DRIVE
From Nest
Peds Right Thru Left
Vehicle
Total
Intersection for
16:15
226
17:00
64
.88
88
88
the Period: 16:00 to 18:00 on 10/14/04
16:15
52 162 12 - 15 121 279
231 721 58 4% 298 67%
415
17:00
23 37 4 - 4 42 75
121
.86
NW 14TH AVENUE
235
235
343
20
20
50
60 321
259
f
259
4
1
518
2
121
52
175
ALL VEHICLES & PEDS
Intersection Total
1,305
12
235
259
506
921
279
279
32
16:15
- 259 60 2
- 818 19% 11
321
16:15
- 71 21 2
94
.85
26
26
52
52
226 162
415
121
NW 14TH AVENUE/N.R Dr.
121
162
12
12
95
NW 12TH STREET
20
60
15
15
15
73
73
J
•
.1'4
#1
'Caw.; F- '- -
Gcob.ec 14-120o4-
cirixim l : Luis fAlowthlo
• ze<1
•
Np 14TH STREET f IN 14T1 AVENUE f
NN 13TH TERRACE, KIAMI, FLORIDA
•COUNTED BY: F. SANCHEZ f L. PAL0NING
. SIGNALIZED
Traffic Survey Specialists, Inc.
624 Gardenia Terrace
Delray Beach, Florida 33444
(561) 272-3255 Fax (561) 272-4381
ALL VEHICLES
Study Name: 14ST14AV
Site Code : 00040206
Start Date: 10/14/04
Page : 1
Start
lime
NN 14TH AVENUE
From North
Right
Left IlruTo 13T Right
NN 14TH STREET
From East
Thru
LeftTo 13T Thru Right
NN 14TH AVENUE
From South
Left
o 13T Left Thru Right
NN 13TH TERRACE
Fron outhvest
LefFrThru Right Right.Right
o 14STo 14ATo 14STo 14A
IN 1
From
o 13S
'1"
Intv1
Total
10/14/04
16:00
29
. 60
57
6
19 85
30
29
0
1
17 6
1
6
14
1
3
364
16:15
32
60
44
10
11 95
44
54
1
4
33 3
0
23
22
8
3
447
16:30
. 34.
36
81
2
4 128
17
61
2
3
33 4
0
25
29
2
9
470
16:45
35
48
57
1
7 127
10
56
2
7
42 IL
0
14
21
2
12
451
Hour
130
204
239
19
41 435
101
200
5
15
125 23
1
68
86
.13
27
1732
17:00
38
82
29
9
18 66
48
57
2
11
52 5
0
17
41
8
11
494
17:15
27
54
64
2
5 100
18
34
0
2
20 2
0
16
24
2
7
377
17:30
28
46
57
4
12 85
29
34
1
1
16 6
1
11
20
3
14
368
17:45
14
39
34
5
8 103
24
38
1
3
18 2.
0
11
11
1
10
342
lour
107
221
184
20
43 354
119
163,
4
17
106 15
1
55
116
14
42
1581
Total
237
425
423
39
84 789
220
363
9
32
231 38
2
123
202
27
69
3313
R Apr.
21.0
37.8
37.6
3.4
5.7 54.1
15.1
24.9
2.9
10.3
74.5 12.2
0.5
34.7
57.0
7.6
100.0
-
R Int.
7.1
12.8
12.7
1.1
2.5 23.8
6.6
10.9
0.2
0.9
6.9 1.1
- 3.7
6.0
0.8
2.0
-
-111c.Oct I l ice--ter-4
• -TO< Movc clots ¥ rccr vv.11 ina-cr�S�c+icr� ,
•
NI 14TH STREET E NW 14TH AVENUE &
NW 13TH TERRACE, MIAKI, FLORIDA
•COUNTED BY: F. SANCHEZ & L. PALOMINO
IGNALIZED
r
•
•
Start
Time
Peak H
Time
Vol.
Pct.
Total
High
Vol.
Total
PHF
NW 14TH AVENUE
From North
Right
Left ThruTo 13T Rtgj►t
ur Analysis By Entire I
16:15
139 226 211 22
23.2 37.7 35.2 3.6
598
17:00
38 82 29. 9
158
0.946
RN 14TH STREET
From East
Thru
LeftTo 13T Thru Right
tersection for the Peri
16:15
40 416 119 228
4.9 51.8 14.8 28.3
803
16:30
4 128 17 61
210
0.956
Traffic Survey Specialists, Inc.
624 Gardenia Terrace
Delray Beach, Florida 33444
(561) 272-3255 Fax (561) 272-4381
ALL VEHICLES
NV 14TH AVENUE
From South
Left
o 13T Left Thru Right
d: 16:00 on 10/14/04 to
16:15
7 25 160 22
3.2 11.6 74.7 10.2
214
17:00
2 11 52 5
70
0.764
Study Name: 14ST14AV
Site Code : 00040206
Start Date: 10/14/04
Page :2
NN 13TH TERRACE IN 1
From Southwest From
Left Thru Right Right Right
o 14ST4 itATo 14STD 14A o 13S
17:45 on 10/14/04
16:15 16:1
0 79 113 20 35
0.0 37.2 53.3 9.4 100.0
212 35
17:00 16:4
0 17 41 8 12
66 12
0.803 0.729
NW 14TH STREET
166
201
35 7
669 ' 5, 881
79 P rr,
113
20A
NW 13TH TERRA
Nip! 14TH AUENUE-
22 211226139 467
L1
1065
10/14/04
83:NOPM
1862
500
4,4 T f
7 160
2t80625
t 14TAUENUE
1077
228
F-- 119
�--416
47 40
— 274
NW 14TH STREET
Intvl
.Total
NW 14TR STREET E NW 14TH AVENUE E
RN 13TR TERRACE, NIAMI, FLORIDA
COUNTED BY: F. SANCHEZ E L. PALOMINO
IGNALIZED
Traffic Survey Specialists, Inc.
624 Gardenia Terrace
Delray Beach, Florida 33444
(561) 272-3255 Fax (561.) 272-4381
PEDESTRIANS
Study Name: 14ST141V
Site Code : 00040206
Start Date: 10/14/04
Page :1
Start
Time
NA 14TR AVENUE
From North
Left Thru Right
Peds.
NN 14TR STREET
From Bast
Left T.ru
Riggt
Peels_
HA 14TR AVENUE
From South
Left Thru
Rfaht
Pelt
NW 13
From
Peds
NI 14TR STREET
From Nest
. Left Thru Peels_
Intv1.
Total
10/14/04
16:00
0
0
0
0
0
0
0
1
0
0
0
2
0
0
0 0
3
16:15
0
0
0
4
0
0
0
0
0
0
0
0
2
0
0 2
8
16:30
0
0
0
1
0
0
0
0
0
0
0
1
0
0
0 2
4
16:45
0
0
0
3
0
0
0
1
0
0
0
Q
4.
0
0 1,
9
Hour
0
0
0
B
0
0
0
2
0
0
0
3
6
0.
0 5
24
17:00
0
0
0
B
0
0
0
0
0
0
0
4
1
0
0 4
11
17:15
0
0
0
2
0
0
0
1
0
0
0
2
0
0
0 4
9
•
17:30
0
0
0
2
0
0
0
0
0
0
0
0
0
0
0 0
2
17:45
0
0
0
2
0
0
0
1
0
0
0
2-
1.
0
0 0
6
Hour
0
0
0
14
0
0
0
2
0
0
0
8
2
0
0 8
34
Total
0
0
0
22
0
0
0
4
0
0
0
11
8
0
0 13
58
t Apr.
-
-
- 100.0
-
-
- 100.0
-
-
- 100.0
100.0
-
- 100.0
-
% Int.
-
-
- 37.9
-
-
- 6.8
-
-
- 18.9
13.7
-
- 22.4
-
•
L
•
•
fl4
Deft"
1FLoao .
oct-o lDe( 13 2.0041
ciftwmbi �s `t (kLo ;i0
11
Si
-9
NORTE RIVER DRIVE & NW 17TH AVENUE
INCLUDING VI TO SB OVERPASS
MIAMI, FLORIDA SIGNALIZED
�((MINTED BY: VASQUBZ, VELEZ &•VAN VLIET
TRAFFIC SURVEY
624 GARD
DELRAY BEACH,
(561) 272-3255
SPECIALISTS, INC.
ENIA TERRACE
FLORIDA 33444
FAX (561) 272-4381
ALL VEHICLES & PBDS
Site Code : 00040206
Start Date: 10/14/04
File I.D. : NRIV17AV
Page : 1
NN 17T1 AVENUE
From North
Right Thru Left
- Date 10/14/04
16:00
16:15
16:30
16:45
Er Total
17:00
L.17.15
17:30
17:45
_Hr Total
20
7
10
6
43
16
7
11
3
37
53
131
143
50
377
74
152
141
141
508
18
14
9
14
55
6
11
17
22
56
NORTH RIVER DRIVE
From East
Left
Right Thru Left OvrPas
NN 17TH AVENUE
From South
NORTH RIVER DRIVE
From West
Right Thru Left Right Thru Left Total
20
11
14
11
56
13
13
4
12
42
52
47
45
63
207
50
78
55
48
231
1
1
1
1
4
1
0
1
1
3
110
257
282
205
854
181
256
160
175
772
20
71
60
43
194
81
50
71
96
298
45
164
129
95
433
116
154
109
87
466
24
35
49
25
133
18
50
34
37
139
17
63
59
40
179
51
66
69
42
228
50 7
37 2
27 6
38 6
152 21
46
23
35
25
129
2
5
6
2
15
437
840
834
597
2708
655
865
713
691
2924
*TOTAL* 80 885 111 1 98 438
7 1626 1 492 899 272 1 407 281 36 1 5632
qs.rce He ricjk - -t V\
• 11 .ci : \
•
NORTH RIVER DRIVE & NW 17TH AVENUE
.' INCLUDING NB TO SB OVERPASS
NIANI, FLORIDA SIGNALIZED
rn1INTBD BY: VASQUEZ, VELEZ & VAN VLIET
TRAFFIC SURVEY SPECIALISTS, INC.
624 GARDENIA TERRACE
DELRAY BEACH, FLORIDA 33444
(561) 272-3255 FAX (561) 272-4361
ALL VEHICLES & PEDS
Site Code : 00040206
Start Date: 10/14/04
File I.D. : NRIV17AV
Page :2
NW 17TH AVENUE
From North
Right Thru Left
- Date 10/14/04
NORTH RIVER DRIVE
From Bast
Left
Right Thru Left OvrPas
NW 17TH AVENUE
From South
Right Thru Left
NORTH RIVER DRIVE
From Nest
Right Thru Left
Total
11
80
80
-'NORTH RIVER DRIVE
272
438 790
80
36
36
281
NW 17TH AVENUE
885
885
1,076
111
111
281 724
407
407
1
0
•
2,109
36
899
98
1,033
ALL VEHICLES & PEDS
,514 3,05
Intersection Total
5,632
1,633
885
407
2,925
4,588
I--
• 272
272
NW 17TH AVENUE
31
31
98 98
2,169 438
1,663
• 899
899
438
• 1,633
1,633
884
111
281
492
NORTH RIVER DRIVE
492
492
0
0
NORTH RIVER DRIVE & NW 17TH AVENUE
. INCLUDING NB TO SB OVERPASS
NIAMI, FLORIDA SIGNALIZED
•tTTNTED BY: VASQUEZ, VELEZ & VAN VLIET
TRAFFIC SURVEY SPECIALISTS, INC.
624 GARDENIA TERRACE
DELRAY BEACH, FLORIDA 33444
(561) 272-3255 FAX (561) 272-4381
ALL VERICLES & PEDS
Site Code : 00040206
Start Date: 10/14/04
File I.D. : NRIV17AV
Page : 3
NW 17TH AVENUE
From North
NORTH RIVER DRIVE
From East
NW 17TH AVENUE
From South
NORTH RIVER DRIVE
From Nest
Left
Right Thru Left Right Thru Left OvrPas Right Thru Left Right Thru Left
Date 10/14/04
--`Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 10/14/04
Peak start 16:30 16:30 16:30
Volume 39 419 40 51 236 3 924 234
Percent 81 84% 8% 41 19% 0% 76% 27%
Pk total 498 1214 870
Highest 17:15 17:15 17:15
Volume 7 152 11 13 78 0 256 50 154 50
Hi total 170 347 254
---PHF .73 .87 .86
•
NORTH RIVER DRIVE
142
236 417
39
t. -< . 19
19
134
134
216
216
• 39
39
494 142
57% 16%
NW 17TH AVENUE
419
419
498
40
40
86
369
1
0
1,062
16:30
216 134 19
594 36% — 51
369
17:00
51 46 2
99
.93
19
494
51
564
ALL VEHICLES & PEDS
1,62
Intersection Total
2,951
927
419
216
1,562
2,432
r--
• 142
142
NW 17TH AVENUE
Total
15
15
51
51
1,214 236
870
494
494
236
927
927
408
40
134
234
NORTH RIVER DRIVE
234
234
0
0
NORTE RIVER DRIVE & NI 17TH AVENUE
" INCLUDING NB TO SB OVERPASS
MIAMI, FLORIDA SIGNALIZED
•"'UNTED BY: VASQUEZ, VELEZ E VAN VLIET
TRAFFIC SURVEY SPECIALISTS, INC.
624 GARDENIA TERRACE
DELRAY BEACH, FLORIDA 33444
(561) 272-3255 FAX (561) 272-4381
ALL VEHICLES E PEDS
Site Code : 0
Start Date: 1
File I.D. : N
Page : 1
NY 17TH AVENUE
From North
Peds Right Thru Left
Date 10/14/04
16:00
16:15
16:30
16:45
Er Total
17:00
--17:15
17:30
17:45
Er Total
1 20
1 7
0 10
0 6
2 43
3
4
1
1
9
16
7
11
3
37
53
131
143
50
377
74
152
141
141
508
18
14
9
14
55
NORTH RIVER DRIVE
From East
Left
Peds Right Thru Left OvrPas
NN 17TH AVENUE
From South
Peds Right Thru Left
NORTH RIVER DRIVE
From Nest
Peds Right Thru Left
V
6
11
17
22
56
1 20
0 11
1 14
3 11
5 56
5 13
6 13
6 4
9 12
26 42
52
47
45
63
207
50
78
55
48
231
1 110
1 257
1 282
1 205
4 854
1
_ 0
1
1
3
181
256
160
175
772
20
71
60
43
194
81
50
71
96
298
45
164
129
95
433
116
154
109
87
466
24
35
49
133
18
50
34
37
139
0 17 50 7
0 63 37 2
0 59 27 6
0 40 38 6
0 179 152 21
0 51 46 2
0 66 23 5
0 69 35 6
0 42 25 2
0 228 129 15
*TOTAL* 11 80 885 111 I 31 98 438 7 1626 I 0 492 899 272 I 0 407 281 36
W1•aWlt F °rick
0cfo ber i4. 20o4. -
A raw rk b , tq, eA-Lottirio
5 ..1na-(i Zec)
•
Adjusted Traffic Counts
•
DAVID PLUMMER i ASSOCIATES. NC.
24-HOUR COUNTS
Project Name: Miami Rivertown MUSP
Location: NW 12 Avenue between NW 17 Street and 18 Street
Observer: Traffic Survey Specialists, Inc.
BEGIN
TIME
NORTHBOUND
1st 1/4
2nd 1/4
3rd 1/4
4th 1/4
TOTAL
12:00 AM
59
29
30
34
152
01:00 AM
25
27
22
15
89
02:00 AM
17
21
22
8
68
03:00 AM
19
17
10
17
63
04:00 AM .
14
17
23
30
84
05:00 AM
38 '
50
71 '
75
234
08:00 AM
86
100
137
180
503
07:00 AM
151
177
231
234
793
08:00 AM
185
187
207
168
747
09:00 AM
158
184
173
143
658
10:00 AM
230
178
197
176
781
11:00 AM
213
192
209
234
848.
1200PM
192
203
256
197
848
01:00 PM
201
177
235
198
811
02:00 PM
237
259
243
214
953
03:OOPM
254'
263
323
343
1,183
04:00 PM
306
306
346
266
1,224
05:OOPM
326
283
243
217
1,069
08:00 PM
190
215
193
165
763
07:00 PM
175
162
162
169
668
08:00 PM
134
103
80
95
412
09:00 PM
93
76
67
71
307
10:00 PM
75
64
69
71
279
11:00 PM
86
79
87 122
374
24-HOUR TOTAL
13,911
AM Peak Hour.
PM Peak Four.
NORTHBOUND
Project No.: 04234
Count Date: 10/14/2004
BEGIN
TIME
SOUTHBOUND
1st 1/4
2nd 1/4
3rd 1/4
4th 1/4
TOTAL
12:00 AM
56
27
24
22
129
01:00 AM
14
11
r 13
9
47
02:00 AM
14
8
13
19
54
03:00 AM
19
6
8
11
44
04:00 AM
- 14
11
11
18
54
05:00 AM
25
27
41
67
160
06:00 AM
90
101
r 157
181
529
07:00 AM
158
220
270
267
915
08:00 AM
273
260
302
296
1,131
996
09:00 AM
261
247
259
229
10:00 AM
206
197
219
186
808
11:00 AM
188
193
206
202
789
12:00 PM
199
219
233
223
874
01:00 PM
191
190
184
229
794
02:00 PM
177
186
215
226
804
03:03 PM
205
228
217
210
860
04:00 PM
223
192
185
192
792
05:00 PM
191
212
175
166
744
06:OO PM
208
204
189
174
775
07:00 PM
194
156
126
113
589
09:00 PM
126
83
92
79
380
09:00 PM
77
50
53
57
237
10:00 PM
66
67
60
69
262
11:0o PM
54
45
63
61
223
24-HOUR TOTAL
12,990
DAILY TRAFFIC COUNT SUMMARY
Time: 11:45 AM Volume: 885
Time: 03:45 PM Volume: 1,301
AM Peak Hour.
PM Peak Hour.
TWO-WAY
TOTAL
281
136
122
107
138
394
1,032
1,708
1,878
1,654
1,589
1,637
1,722
1,605
1,757
2,043
2,016
1,813
1,538
1,257
792
544
541
597
26,901
AM Peak Hour. Time: 08:00 AM Volume: 1,131
PM Peak Hour. Time: 03:15 PM Volume: 878
NORTHBOUND AND SOUTHBOUND
Time: 07:45 AM Volume: 1,915
K-factor. 7.1% PHF: 0.94
D-factor. 57.5% SS
Tone: 03:30 PM Volume: 2,120
K-factor. 7.9% PHF: 0.96
D-factor. 60.3% NB
NW 12 Ave_N River Dr -NW 20 St.xls
DAVE) PLUAMER & ASSOCIATES, NC.
24-HOUR COUNTS
Project Name: Miami Rivertown MUSP
Location: NW 17 Avenue South of NW 16 Street
Observer: Traffic Survey Specialists, Inc.
BEGIN
TIME
NORTHBOUND
1st 1/4
2nd 1/4
3rd 1/4
4th 1/4
TOTAL
12:00 AM
45
18
18
7
88
01:oo AM
11
2
9
5
27
02:00 AM
4
7 .
6
4
21
ono AM
12
5
4
3
24
04:00 AM
2
4
6
3
15
05:00AM.
2
10
23
31
66
06:00 AM
47
87
102
85
321
07:00 AM
29
160
123
150
462
08:00 AM
124
105
142
117
488
09:00 AM
119
127
128
42
416
10::00 AM
158
135
118
115
526
11:00 AM
125
153
159
123
560
12:00 PM
87
154
158
158
557
01:03 PM
139
150
168
124
581
02:00 PM
117
133
160
122
532
03:00 PM
99
175
139
188
601
04:00 PM
93
172
134
152
551
05:0o PM
138
197
140
117
592
06:00 PM
102
84
87
93
366
07:00 PM
60
46
95
79
280
08:00 PM
67
76
52
43
238
09:00 PM
84
61
75.
43
243
10:00 PM
50
62
38
35
175
MOD PM
46
57
135
241
479
24-HOUR TOTAL
8,209
AM Peak Hour.
PM Peak Hour.
NORTHBOUND
Project No.: 04234
Count Date: 10/14/2004
BEGIN
TIME
SOUTHBOUND
1st 1/4
2nd 1/4
3rd 1/4
4th 1/4
TOTAL
12:00 AM
26
24
9
' 7
66
01:00 AM
11
5
2
11
29
02:00 AM
9
9
13
6
37
03:00 AM
5
7
2
8
22
04:00 AM
7
6
6
14
33
oS:DD AM
12
8
25
36
81
06:00 AM
53
68
97
75
293
07:00 AM
92
108
99
116
415
08:00 AM
109
126
123
127
485
09:00 AM
127
104
133
113
477
10:OO AM
130
127
108
111
476
11:00 AM
114
143
152
146
555
12:00 PM
93
92
141
135
461
01:oo PM
138
136
143
140
557
02:00 PM
138
83
184
129
534
03:00 PM
83
190
146
135
554
04:00 PM
108
128
141
93
470
05:00 PM
57
183
168
166
574
06:00 PM
143
155
163
157
618
07:00 PM
149
142
97
118
506
08:00 PM
104
81
87
62
334
09:00 PM
56
57
67
62
242
10:00 PM
63
42
39
39
183
11:00 PM
38
41
24
26
129
24-HOUR TOTAL
8,131 A
DAILY TRAFFIC COUNT SUMMARY
Time: 11:00 AM Volume: 560
Time: 04:45 PM Volume: 627
AM Peak Hour.
PM Peak Hour.
TWO-WAY
TOTAL
154
56
58
46
48
147
614
877
973
893
1,002
1,115
1,018
1,138
1,066
1,155
1,021
1,166
984
786
572
485
358
608
16,340
AM Peak Hour. Time: 11:00 AM Volume: 555
PM Peak Hour. Time: 05:15 PM Volume: 660
NORTHBOUND AND SOUTHBOUND
Time: 11:00 AM Volume: 1,115
K-factor. 6.8% PHF: 0.90
D-factor. 50.2% NB
The: 05:15 PM Volume: 1,216
K-factor: 7.4% PHF: 0.80
D-factor. 54.3% SD
NW 17 Ave_N River Dr -NW 20 St.xls
DAVID PLUMMER & ASSOCIATES. INC.
Project Name:
Location:
Observer:
TURNING MOVEMENT COUNTS
Mlami Rivertown MUSP
North River Drive/NW 14 Avenue
Traffic Survey Specialists, Inc.
Project Number: 04234
Count Date: 1on412004
Day of Week: Thursday
NW 14 Avenue
North River Drive
TIME
INTERVAL
NORTHBOUND
SOUTHBOUND
EASTBOUND
WESTBOUND
GRAND
TOTAL
L
T
R
TOTAL
L
T
R
TOTAL
L
T
R
TOTAL
L
T
R
TOTAL
04:00 PM
04:15 PM
100
15
1
116
1
64
20
85
0
8
107
115
6
34
4
44
360
04:15 PM
04:30 PM
61
27
5
93
10
61
19
90
0
21
71
92
4
40
9
53
328
04:30 PM
04:45 PM
72
25
2
99
2
36
19
57
0
12
46
58
4
41
9
54
268
04:45 PM
05:00 PM
71
27
4
102
2
52
12
66
0
14
63
77
0
44
11
55
300
05:00 PM
05:15 PM
75
42
4
121
6
86
38
130
0
13
79
92
4
37
23
64
407
05:15 PM
05:30 PM
68
15
3
86
9
54
4
67
0
19
64
83
.0
49
7
56
292
05:30 PM
05:45 PM
60
13
12
85
9
43
6
58
0
21
73
94
2
27
6
35
272
05:45 PM
06:00 PM
53
18
8
79
15
30
3
48
0
24
58
82
3
26
6
35
244
AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY
ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS
NW 14 Avenue
North River Drive
TIME
INTERVAL
NORTHBOUND
SOUTHBOUND
EASTBOUND
WESTBOUND
GRAND
TOTAL
L
T
R
TOTAL
L
T
R
TOTAL
L
T
R
TOTAL
L
T
R
TOTAL
04:00 PM 05:00 PM
283
92
20
394
27
215
61
304
0
67
283
350
12
150
38
200
1,248
PEAK HOUR FACTOR
0.81
0.58
0.75
0.77
0.80
Note: 2003 FDOT Peak Seasonal Weekly Volume Fact' 1.01
N River Dr_NW 14 Ave.xls
DAVID PWMMER & ASSOCIATES, INC.
Project Name:
Location:
Observer:
TURNING MOVEMENT COUNTS
Miami Rivertown MUSP
NW 14 Street/NW 14 Avenue
Traffic Survey Specialists, Inc.
Project Number: 04234
Count Date: 10/14/2004
Day of Week: Thursday
NW 14 Avenue
NW 14 Street
TIME
INTERVAL
NORTHBOUND
SOUTHBOUND
EASTBOUND
WESTBOUND
GRAND
TOTAL
L
T
R
TOTAL
L
T
R
TOTAL
L
T
R
TOTAL
L
T
R
TOTAL
04:00 PM
04:15 PM
1
17
6
24
29
60
63
152
6
14
1
21
19
115
29
163
360
04:15 PM
04:30 PM
5
33
3
41
32
60
54
146
23
22
8
53
11
139
54
204
444
04:30 PM
04:45 PM
4
33
4
41
34
36
83
153
25
29
2
56
4
145
61
210
460
04:45 PM
05:00 PM
9
42
10
61
35
48
58
141
14
21
2
37
7
137
56
200
439
05:00 PM
05:15 PM
13
52
5
70
38
82
38
158
17
41
8
66
18
114
57
189
483
05:15 PM
05:30 PM
2
20
2
24
27
54
66
147
16
24
2
42
5
118
34
157
370
05:30 PM
05:45 PM
2
16
6
24
28
46
61
135
11
20
3
34
12
114
34
160
353
05:45 PM
06:00 PM
4
18
2
24
14
39
39
92
11.
31
1
1 43
8
126
38
172
331
AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY
ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS
NW 14 Avenue
NW 14 Street
TIME
INTERVAL
NORTHBOUND
SOUTHBOUND
EASTBOUND
WESTBOUND
GRAND
TOTAL
L
T
R
TOTAL
L
T
R
TOTAL
L
T
R
TOTAL
L
T
R
TOTAL
04:00 PM 06:00 PM
20
117
19
156
120
215
233
568
62
102
14
178
42
509
183
735
1,636
PEAK HOUR FACTOR
0.55
0.89
0.67
0.87
0.95
Note: 2003 FDOT Peak Seasonal Weekly Volume Fact 1.01
NW 14 SLNW 14 Ave.xls
DAVID PLUMMER IL ASSOCIATES, INC.
Project Name:
Location:
Observer:
TURNING MOVEMENT COUNTS
Miami Rlvertown MUSP
North River Drive/NW 17 Avenue
Traffic Survey Specialists, Inc.
Project Number: 04234
Count Date: 10/14/2004
Day of Week: Thursday
NW 17 Avenue
North River Drive
TIME
INTERVAL
NORTHBOUND
SOUTHBOUND
EASTBOUND
WESTBOUND
(GRAND
TOTAL
L
T
R
TOTAL
L
T
R—
TOTAL
L
T
A
TOTAL
L
T -
R
-TOTAL
04:00 PM
04:15 PM
24
45
20
89
18
53
20
91
7
50
17
74
110
52
20
182
436
04:15 PM
04:30 PM
35
164
71
270
14
131
7
152
2
37
63
102
257
47
11
315
839
04:30 PM
04:45 PM
49
129
60
238
9
143
10
162
6
27
59
92
282
45
14
341
833
04:45 PM
05:00 PM
25
95
43
163
14
50
6
70
6
38
40
84
205
63
11
279
596
05:00 PM
05:15 PM
18
116
81
215
6
74
16
96
2
46
51
99
181 '
50
13
244
654
05:15 PM
05:30 PM
50
154
50
254
11
152
7
170
5
23
66
94
256
78
13
347
865
05:30 PM
05:45 PM
34
109
71
214
17
141
11
169
6
35
69
110
160
55
4
219
I 712
05:45 PM
08:00 PM
37
87
96
220 ,
22
141
3
, 166
2
25
42
69
175
46
12
235
690
AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY
ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS
NW 17 Avenue
North River Drive
TIME
INTERVAL
NORTHBOUND
SOUTHBOUND
EASTBOUND
WESTBOUND
GRAND
TOTAL
L
T
R
TOTAL
L
T
R
TOTAL
L
T
R
TOTAL
L
T
R
TOTAL
04:00 PM 06:00 PM
137
454
248
840
56
447
40
543
18
142
206
366
821
221
49
1,092
2,841
PEAK HOUR FACTOR
0.77
0.79
0.82
0.78
0.85
Note: 2003 FDOT Peak Seasonal Weekly Volume Fact 1.01
N River Dr_NW 17 Ave.xls
Signal Timings
•
Signal Timings
PATTERN SCHEDULE FOR 3680 NW 14 AV & 14 ST FOR DAY # 4 (SECTION 146)
TIME PT OFF NSG G Y R EG Y R WW F G Y R SL Y S Y M CYC
MIN: 18 7 15 1 5
0 22 0 18 1 4 1 11 4 1 7 6 1 4 1 0 0
600 1 0 20 1 4 1 24 4 1 7 10 1 4 1 0 0
700 5 0 21 1 4 1 46 4 1 7 15 8 4 1 12 4
900 8 0 21 1 4 1 23 4 1 7 15 12 -4- 1 ...8_ ._..4.
1530 12 0 30 1 4 1 22 4 1 7 15 20 4 1 11 4
1800 18 0 20 1 4 1 14 4 1 7 12 1 4 1 6 4
4 7 59 NITE 2/7
4 7 78 PRE AM P
7-129 AM PEAK
7 11fiMID"DAY-
7 125PM PEAK
7 BOEVENING
PATTERN SCHEDULE FOR 2295 NW 17 AVE & N RIVER DR FOR DAY # 4 (SECTION 145)
TIME PT OFF NSG G Y R BDG Y R NSL Y S Y M CYC
MIN: 15 9 5
0 23 0 20 1 4 1 11 4 1 0 0 3 7 42NITE 0/4
600 9 31 37 1 4 1 12 4 1 0 0 3 60NITE 0/1
620 8 3 39 1 4 1 22 4 1 5 3 80EARLY MO
700 6 57 48 1 4 1 22 4 1 6 3 90AM PEAK
900 5 3 39 1 4 1 22 4 1 5 3 80AVERAGE
1530 7 86 52 1 4 1 38 4 1 6 3 110PM PEAK
1800 5 3 39 1 4 1 22 4 1 5 3 80AVERAGE
1830 8 3 39 1 4 1 22 4 1 5 3 BOEARLY MO
2200 9 31 37 1 4 1 12 4 1 0 0 3 60NITE 0/1
PATTERN SCHEDULE FOR 3521 N RIVER DR,14 AV& 12ST FOR DAY # 4 (SECTION 146)
TIME PT OFF NSG G Y EWW F G Y NL Y S Y M CYC
MIN: 13 23 1 5
0 22 0 15 1 4 7 6 1 4 0 0 3 6 3BNITE 2/7
600 1 0 15 1 4 7 7 1 4 0 0 3 7 39PRE AM P
700 5 0 21 1 4 7 23 2 4 8 3 7 73AM PEAK
900 8 0 21 1 4 7 23 1 4 8 3 7 72MID DAY
1530 12 0 32 1 4 7 23 2 4 8 3 7 84PM PEAK
1800 18 0 21 1 4 7 7 1 4 7 3 7 55EVENING
Appendix C
FDOT's Quality/LOS Handbook
Generalized Tables
Metrobus
Transit Ridership
TABLE 4 - 7
GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S
URBANIZED AREAS*
UNINTERRUPTED FLOW HIGHWAYS
Lanes Divided
1 Undivided
2 Divided
3 Divided
A
100
1,060
1,600
Level of Service
B C D
340 670 950
1,720 2,500 3,230
2,590 3,740 4,840
STATE TWO-WAY ARTERIALS
Class I (>0.00 to 1.99 signalized intersections per mile)
Level of Service
Lanes Divided A B C D
1 Undivided ** 220 720
2 Divided 250 1,530 1,810
3 Divided 380 2,330 2,720
4 Divided 490 3,030 3,460
860
1,860
2,790
3,540
Class II (2.00 to 4.50 signalized intersections per mile)
Level of Service
Lanes Divided A B C D
1 Undivided
2 Divided
3 Divided
4 Divided
••
**
••
100
220
340
440
590
1,360
2,110
2,790
810
1,710
2,570
3,330
E
1,300
3,670
5,500
E
890
•R•
850
1,800
2,710
3,500
Class III (more than 4.5 signalized intersections per mile and not
within primary city central business district of an
urbanized area over 750,000)
Lanes Divided
1 Undivided
2 Divided
3 Divided
4 Divided
A
Si
ii
Level of Service
B C
•• 280
650
1,020
1,350
D
660
1,510
2,330
3,070
E
810
1,720
2,580
3,330
Class IV (more than 4.5 signalized intersections per mile and within
primary city central business district of an urbanized area
over 750,000)
Lanes Divided
1 Undivided
2 Divided
3 Divided
4 Divided
A
ss
••
Level of Service
B C D
•• 270 720
650 1,580
1,000 2,390
1,350 3,130
••
••
••
E
780
1,660
2,490
3,250
FREEWAYS
Interchange spacing 2 mi. apart
Level of Service
Lanes A B C D E
2 1,270 2,110 2,940 3,580 3,980
3 1,970 3,260 4,550 5,530 6,150
4 2,660 4,410 6,150 7,480 8,320
5 3,360 5,560 7,760 9,440 10,480
6 4,050 6,710 9,360 11,390 12,650
Interchange spacing < 2 mi. apart
Level of Service
Lanes A B C D E
2 1,130 1,840 2,660 3,440 3,910
3 1,780 2,890 4,180 5,410 6,150
4 2,340 3,940 5,700 7,380 8,380
5 3,080 4,990 7,220 9,340 10,620
6 3,730 6,040 8,740 11,310 12,850
NON -STATE ROADWAYS
Major City/County Roadways
Level of Service
Lanes Divided A B C D E
1 Undivided
2 Divided
3 Divided
Lanes Divided
1 Undivided
2 Divided
•• ss
•* **
.• *s
480 760
1,120 1,620
1,740 2,450
Other Signalized Roadways
(signalized intersection analysis)
Level of Service
A B C D
•• ** 250 530
•� •• 580 1,140
Source: Florida Department of Transportation
Systems Planning Office
605 Suwannee Street, MS 19
Tallahassee, FL 32399-0450 •
http://mvw11.myflorida.com/planninp,/systems/sm/los/defaulthtm
810
1,720
2,580
E
660
1,320
02/22/02
BICYCLE MODE
(Note: Level of service for the bicycle mode in this table is based on roadway
geometries at 40 mph posted speed and traffic conditions, not number of
bicyclists using the facility.) (Multiply motorized vehicle volumes shown below
by number of directional roadway lanes to determine maximum service volumes.)
Paved Shoulder/
Bicycle Lane
Coverage
0-49%
50-84%
85-100%
A
160
Level of Service
C
170
130 210
380 >380
B
••
D
720
>210
•i•
E
>720
PEDESTRIAN MODE
(Note: Level of service for the pedestrian mode in this table is based on roadway
geometries at 40 mph posted speed and traffic conditions, not the number of
pedestrians using the facility.) (Multiply motorized vehicle volumes shown below
by number of directional roadway lanes to determine maximum service volumes.)
Sidewalk Coverage
0-49%
50-84%
85-100%
Sidewalk Coverage
0-84%
85-100%
A
N
B
i•
120
Level of Service
C
•i
•*
590
D
330
520
>590
BUS MODE (Scheduled Fixed Route)
(Buses per bour)
Level of Service
A B
•* >5
>6 >4
C
>3
D
>3
>2
E
810
990
•••
E
>2
>1
Lanes
1
1
Multi
Multi
ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS
DIVIDED/UNDIVIDED
(alter corresponding volumes by the indicated percent)
Median
Divided
Undivided
Undivided
Undivided
Left Turns Lanes
Yes
No
Yes
No
Adjustment Factors
+5%
-20%
-5%
-25%
ONE WAY FACILITIES
Increase corresponding volume 20%
' This table does not constitute a standard and should be used only for general planning applications. The computer models from which this rabic is derived should be used for more specific pluming
applicatone The table and deriving computer models should not be used for corridor or intersection design, where more refined techniques exist. Values shown are hourly directional volumes for levels of
service and are for the autonrobileMnuek modes unless specifically stated Level of service letter grade thresholds are probably not comparable across modes and, therefore, cross modal comparison should be
made with caution. Furthermore, combining levels of service of different modes into one overall roadway level of service is not recommended. To convert to annual average daily traffic volumes, these.
volumes must be divided by appropriate D and K factors. The table's input value defaults and level of service criteria appear on the follmving page. Calculations ate based on planning application of the
Highway Capacity Manual, Bicycle LOS Model, Pedestrian LOS Model and Transit Capacity end Quality of Service Manual, respectively for the automobile/truck, bicycle, pedestrian and bus modes.
* *Cannot be achieved using table input vane defaults.
* **Not applicable for tlut level of service letter grade. For automobile/truck modes, volumes greater than level of service D become F because intersection capacities have been reached. For bicycle
and pedestrian modes, the level of service boa grade (including Pik not achievable, because there is no maximum vehicle volume threshold using table input value defaults.
97
LEVEL OF SERVICE TABLE
CLASSIFICATION
TYPE
FDOT'S 2002 QUALITY / LEVEL OF SERVICE
(Peak Hour Directional Volumes)
[1]
PERSON TRIP LEVEL OF SERVICE
(Threshold volume to capacity ratio)
A I
B I
C I
D I
E
A I B
C I D I
E
CLASS 4
ARTERIAL
1LU
0
0
270
720
780
0
0
0.35
0.92
1.00
2LD
0
0
650
1,580
1,660
0
0
0.39
0.95
1.00
3LD
0
0
1,000
2,390
2,490
0
0
0.40
0.96
1.00
4LD
0
0
1,350
3,130
3,250
0
0
0.42
0.96
1.00
NON -STATE
ROADWAYS
Major City/County
Roadways
1LU
0
0
480
760 j
810F 0
0
0.59
0.94
1.00
2LD
0
0
1120
1620
1720 0
0
0.65
0.94
1.00
3LD
0
0
1740
2450
2580 0
0
0.67
0.95
1.00
•
Source: FDOT's 2002 Quality/Level of Service Handbook
NOTES:
[1] THE PERSON TRIP LEVEL OF SERVICE IS DERIVED BY DIVIDING THE FDOT'S 2002 LEVEL OF SERVICE BY THE LOS E FOR EACH TYPE OF ROADWAY.
Page 1 of 1
•
http://www.miamidade.gov/transidimages/ride guide/routes/downtown.gif 10/22/2004
•
BUS OCCUPANCY INFORMATION
ROUTE DIRECTION LOCATION BUS # RUN # DATE TIME PASSENGERS
12 NB NW 16 Street / NW 12 Avenue 2170 1017 7/19/2004 18:45 8
12 NB NW 16 Street / NW 12 Avenue 2022 1127 7/30/2004 17:25 6
12 NB NW 16 Street / NW 12 Avenue 9722 1004 / 1011 7/28/2003 17:06 7
12 SB NW 16 Street / NW 12 Avenue 2170 1017 7/19/2004 17:27 31
12 SB NW 16 Street / NW 12 Avenue 2022 1127 7/30/2004 16:01 19
12 SB NW 16 Street / NW 12 Avenue 9722 1004 / 1011 7/28/2003 15:45 18
22 NB NW 20 Street / NW 17 Avenue 2054 5116 1/28/2004 16:37 7
22 NB NW 20 Street / NW 17 Avenue 2055 5082 / 5116 5/15/2003
22 NB NW 20 Street / NW 17 Avenue 9414 5080 3/13/2002
22 SB NW 12 Avenue / NW 14 Street 2054 5116 1/28/2004 19:24 0
22 SB NW 12 Avenue / NW 14 Street 2055 5082 / 5116 5/15/2003 18:02 2
22 SB NW 12 Avenue / NW 14 Street 9414 5080 3/13/2002 17:57 2
32 NB NW 16 Street / NW 12 Avenue 2025 1033 5/19/2003 13:58 13
32 NB NW 16 Street / NW 12 Avenue 9935 1037 12/3/2002 17:43 17
32 NB NW 16 Street / NW 12 Avenue 9957 1037 12/30/2002 17:33 17
32 SB NW 16 Street / NW 12 Avenue 2025 1033 5/19/2003 16:51 12
32 SB NW 16 Street / NW 12 Avenue 9935 1037 12/3/2002 18:23 8
32 SB NW 16 Street / NW 12 Avenue 9957 1037 12/30/2002 18:19 8
M NB NW 14 Street / NW 12 Avenue 9956 1295 1/20/2004 16:47 11
M NB NW 14 Street / NW 12 Avenue 9940 1240 3/12/2003 16:43 16
M NB NW 14 Street / NW 12 Avenue 9085 1236 5/1/2002 15:06 4
M SB NW 14 Street / NW 12 Avenue 9956 1295 1/20/2004 19:05 0
M SB NW 14 Street / NW 12 Avenue 9940 1240 3/12/2003 19:14 3
M SB NW 14 Street / NW 12 Avenue 9085 1236 5/1/2002 17:32 8
Source: MDTA
Rivertown
Bus Ridership Information'
Bus Route 12 22 32 95 M
PM Peak Headways 30 min 30 min 30 min 30 min
PM Peak Vehicles 3 4 3 2
Bus Capacity 38 42 38 38 38
Average PM Peak Ridership2
PM Peak Capacity'
NB 7 NB 7 NB 16 NB NB 10
SB 23 SB 1 SB 9 SB SB 4
114 168 114 - 76
Notes:
1 - Bus ridership and capacity information was based on information provided by MDTA.
2 - Average PM Peak ridership was calculated from ridership information obtained from drivers log.
3 - Calculated based on number of PM Peak vehicles times bus capacity.
•
Appendix D
Intersection Capacity Analysis
Worksheets
Existing Conditions
•
•
HCS2000: Signalized Intersections Release 4.1e
Analyst: Inter.: NW 14 AVENUE / NORTH RIVER DR
Agency: Area Type: All other areas
Date: 10/22/04 Jurisd:
Period: EXISTING PM PEAK HOUR Year : 2004
roject ID: MIAMI RIVERTOWN MUSP - # 04234
,/W St: NORTH RIVER DRIVE N/S St: NW 14 AVENUE
SIGNALIZED INTERSECTION SUMMARY
No. Lanes
LGConfig
Volume
Lane Width
RTOR Vol
Eastbound Westbound Northbound
L T R L T R L T R
0 1 1
T R
67 283
12.0 12.0
28
0 1 0
LTR
12 150 38
12.0
0
1 1 0
L TR
283 92 20
12.0 12.0
0
Southbound
L T R
1 1 1
L T R
27 215 61
12.0 12.0 12.0
6
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left NB Left A A
Thru A Thru A
Right A Right A
Peds Peds
-7. WB Left A SB Left A
Thru A Thru A
Right A Right A
Peds Peds
NB Right EB Right
SB Right WB Right
0-een 32.0 33.0 8.0
.ellow 4.0 4.0 3.0
All Red 0.0 0.0 0.0
Cycle Length: 84.0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
T 710 1863 0.12 0.38 16.9 B 20.0+ C
R 615 1615 0.52 0.38 20.8 C
Westbound
LTR 682 1790 0.37 0.38 19.0 B 19.0 B
Northbound
L 609 1770 0.58 0.54 19.1 B
TR 712 1813 0.20 0.39 16.9 B 18.5 B
Southbound
L 484 1232 0.07 0.39 16.0 B
T 732 1863 0.37 0.39 18.4 B 17.8 B
`--= R 634 1615 0.11 0.39 16.2 B
Intersection Delay = 18.8 (sec/veh) Intersection LOS = B
HCS2000: Signalized Intersections Release 4.1e
Analyst: Inter.: NW 14 AVENUE / NW 14 STREET
;, Agency: Area Type: All other areas
Date: 10/22/04 Jurisd:
Period: EXISTING PM PEAK HOUR Year : 2004
110
roject ID: MIAMI RIVERTOWN MUSP - # 04234
�/W St: NW 14 STREET N/S St: NW 14 AVENUE
No. Lanes
LGC on f i g
Volume
Lane Width
RTOR Vol
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound
L T R L T R L T R
0 2 0
LTR
62 102 14
12.0
0
0 2 1
LT R
42 509 183
12.0 12.0
18
1 1 0
L TR
20 117 19
12.0 12.0
0
Southbound
L T R
1 1 1
L T R
120 215 233
12.0 12.0 12.0
23
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left A NB Left A
Thru A Thru A
Right A Right A
Peds Peds
WB Left A SB Left A A
Thru A Thru A
Right A Right A
Peds Peds
NB Right EB Right
SB Right WB Right
4110
een 22.0 42.0
4.0 4.0 31.0 11.0
mellow 4.0 4.0
All Red 1.0 1.0 1.0 0.0
Cycle Length: 125.0 secs
:_. Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
LTR 618 3513 0.30 0.18 45.1 D 45.1 D
Westbound
LT 1211 3604 0.48 0.34 33.1 C 32.7 C
R 543 1615 0.32 0.34 31.2 C
Northbound
L 211 852 0.10 0.25 36.4 D
TR 461 1860 0.31 0.25 38.7 D 38.4 D
Southbound
L 503 1805 0.25 0.38 30.2 C
T 471 1900 0.48 0.25 40.9 D 39.2 D
==-R 401 1615 0.55 0.25 42.6 D
"-- Intersection Delay = 36.9 (sec/veh) Intersection LOS = D
•
HCS2000: Signalized Intersections Release 4.1e
Analyst: DPA Inter.: NW 17 AVENUE / NORTH RIVER DR
Agency: Area Type: All other areas
Date: 10/22/04 Jurisd:
illiPeriod: EXISTING PM PEAK HOUR Year : 2004
roject ID: MIAMI RIVERTOWN MUSP - # 04234
7111"_,/W St: NORTH RIVER DRIVE N/S St: NW 17 AVENUE
No. Lanes
LGConfig
Volume
Lane Width
RTOR Vol
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound
L T R L T R L T R
0 2 0
LT
18 142
12.0
Southbound
L T R
0 1 0 1 2 0 1 1 0
TR L T L TR
221 49 137 454 56 447 40
12.0 12.0 12.0 12.0 12.0
0 0
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left A NB Left A A
Thru A Thru A
Right Right
Peds Peds
WB Left SB Left A A
Thru A Thru A
Right A Right A
Peds Peds
NB Right EB Right
SB Right WB Right
1111 een 38.0 53.0 6.0
mellow 4.0 4.0 3.0
All Red 1.0 1.0 0.0
Cycle Length: 110.0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
._;.,Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
LT
,--,Westbound
TR
1136 3287 0.17 0.35 25.1 C 25.1 C
628 1817 0.51 0.35 29.2 C 29.2 C
Northbound
L 400 1770 0.40 0.58 28.0 C
T 1709 3547 0.31 0.48 17.5 B 19.9 B
Southbound
L 526 1770 0.13 0.58 14.2 B
TR 887 1840 0.65 0.48 23.1 C 22.2 C
Intersection Delay = 22.8 (sec/veh) Intersection LOS = C
•
Future without Project
•
•
HCS2000: Signalized Intersections Release 4.1e
Analyst: Inter.: NW 14 AVENUE / NORTH RIVER DR
Agency: Area Type: All other areas
Date: 10/22/04 Jurisd:
Period: FUTURE W/O PROJ PM PEAK Year : 2008
'roject ID: MIAMI RIVERTOWN MUSP - # 04234
s/W St: NORTH RIVER DRIVE N/S St: NW 14 AVENUE
SIGNALIZED INTERSECTION SUMMARY
No. Lanes
LGConfig
Volume
Lane Width
RTOR Vol
Eastbound Westbound Northbound
L T R L T R L T R
0 1 1
T R
68 290
12.0 12.0
29
0 1 0
LTR
12 154 39
12.0
0
1 1 0
L TR
288 95 21
12.0 12.0
0
Southbound
L T R
1 1 1
L T R
28 219 62
12.0 12.0 12.0
6
Duration 0.25 Area Type: All other areas
Signal Operations
:= Phase Combination 1 2 3 4 5 6 7 8
EB Left NB Left A A
Thru A Thru A
Right A Right A
Peds Peds
WB Left A SB Left A
Thru A Thru A
Right A Right A
Peds Peds
NB Right EB Right
SB Right WB Right
S
:een 32.0 33.0 8.0
mellow 4.0 4.0 3.0
All Red 0.0 0.0 0.0
Cycle Length: 84.0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
:,:.Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
T 710 1863 0.12 0.38 16.9 ,B 20.2 C
R 615 1615 0.53 0.38 21.0 C
. Westbound
'LTR 682 1790 0.38 0.38 19.1 B 19.1 B
Northbound
L 605 1770 0.60 0.54 19.6 B
TR 712 1813 0.20 0.39 17.0 B 18.9 B
Southbound
L 479 1220 0.07 0.39 16.0 B
T 732 1863 0.37 0.39 18.5 B 17.8 B
R 634 1615 0.11 0.39 16.3 B
Intersection Delay = 19.0 (sec/veh) Intersection LOS = B
HCS2000: Signalized Intersections Release 4.1e
Analyst: Inter.: NW 14 AVENUE / NW 14 STREET
Agency: Area Type: All other areas
Date: 10/22/04 Jurisd:
Period: FUTURE W/O PROJ PM PEAK Year : 2008
'roject ID: MIAMI RIVERTOWN MUSP - # 04234
St: NW 14 STREET N/S St: NW 14 AVENUE
-- No. Lanes
LGConfig
Volume
Lane Width
RTOR Vol
•
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound
L T R L T R L T R
0 2 0
LTR
63 104 14
12.0
0
0 2 1
LT R
43 523 187
12.0 12.0
19
1 1 0
L TR
22 119 20
12.0 12.0
0
Southbound
L T R
1 1 1
L T R
122 219 241
12.0 12.0 12.0
24
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left A NB Left A
Thru A Thru A
Right A Right A
Peds Peds
WB Left A SB Left A A
Thru A Thru A
Right A Right A
Peds Peds
NB Right EB Right
SB Right WB Right
-een 22.0 42.0 31.0 11.0
.e1low 4.0 4.0 4.0 4.0
All Red 1.0 1.0 1.0 0.0
Cycle Length: 125.0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
.: Grp Capacity (s) v/c g/C Delay LOS Delay LOS
•
Eastbound
LTR 618 3514 0.31 0.18 45.1 D 45.1 D
Westbound
•
LT 1211 3604 0.49 0.34 33.3 C 32.9 C
R 543 1615 0.33 0.34 31.3 C
Northbound
L 207 835 0.11 0.25 36.6 D
TR 461 1859 0.32 0.25 38.8 D 38.5 D
Southbound
L 501 1805 0.26 0.38 30.4 C
T 471 1900 0.49 0.25 41.0 D 39.5 D
R 401 1615 0.57 0.25 43.1 D
Intersection Delay = 37.0 (sec/veh) Intersection LOS = D
HCS2000: Signalized Intersections Release 4.1e
Analyst: DPA Inter.: NW 17 AVENUE / NORTH RIVER DR
Agency: Area Type: All other areas
Date: 10/22/04 Jurisd:
Period: FUTURE W/O PROJ PM PEAK HOUR Year : 2008
'roject ID: MIAMI RIVERTOWN MUSP - # 04234
.:/W St: NORTH RIVER DRIVE N/S St: NW 17 AVENUE
No. Lanes
LGConfig
Volume
Lane Width
RTOR Vol
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound
L T R L T R L T R
0 2 0
LT
20 145
12.0
0 1 0
TR
226 50
12.0
0
Southbound
L T R
1 2 0 1 1 0
L T L TR
140 482 57 466 42
12.0 12.0 12.0 12.0
0
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left A NB Left A A
Thru A Thru A
Right Right
Peds Peds
WB Left SB Left A A
Thru A Thru A
Right A Right A
Peds Peds
NB Right EB Right
SB Right WB Right
-een 38.0 53.0 6.0
fellow 4.0 4.0 3.0
All Red 1.0 1.0 0.0
Cycle Length: 110.0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
LT 1130 3271 0.17 0.35 25.1 C 25.1 C
t... Westbound
TR 628 1817 0.52 0.35 29.5 C 29.5 C
Northbound
L 383 1770 0.43 0.58 29.7 C
T 1709 3547 0.33 0.48 17.7 B 20.4 C
Southbound
L 510' 1770 0.13 0.58 14.7 B
TR 887 1840 0.67 0.48 23.9 C 23.0 C
Intersection Delay = 23.3 (sec/veh) Intersection LOS = C
Future with Project
•
HCS2000: Signalized
Intersections Release 4.1e
•
Analyst: DPA
Agency:
Date: 10/22/04
Period: FUTURE W/ PROJ PM PEAK
`roject ID: MIAMI RIVERTOWN MUSP
/W St: NORTH RIVER DRIVE
No. Lanes
LGConfig
Volume
Lane Width
RTOR Vol
Eastbound
L T R
Inter.: NW 14 AVENUE / NORTH RIVER DR
Area Type: All other areas
Jurisd:
Year : 2008
- # 04234
N/S St:
NW 14 AVENUE
SIGNALIZED INTERSECTION SUMMARY
Westbound Northbound
L T R L T R
0 1 1
T R
101 290
12.0 12.0
29
Southbound
L T R
0 1 0 1 1 0 1 1 1
LTR L TR L T R
12 183 39 288 95 21 28 219 62
12.0 12.0 12.0 12.0 12.0 12.0
0 0 6
Duration 0.25
Phase Combination
EB Left
Thru A
Right A
Peds
WB Left A
Thru A
Right A
Peds
NB Right
SB Right
S
reen 32.0
,ellow 4.0
All Red 0.0
Appr/
Lane
-s: Grp
Lane
Group
Capacity
Area Type: All other areas
Signal Operations
1 2 3 4
NB Left
Thru
Right
Peds
SB Left
Thru
Right
Peds
EB Right
WB Right
5 6 7 8
A A
A
A
A
A
A
33.0 8.0
4.0 3.0
0.0 0.0
Cycle Length: 84.0 secs
Intersection Performance Summary
Adj Sat Ratios Lane Group
Flow Rate
(s) v/c g/C Delay LOS
Approach
Delay LOS
Eastbound
T
R
Westbound
LTR
710 1863 0.18 0.38 17.4 B
615 1615 0.53 0.38 21.0 C
685 1797 0.43 0.38 19.7 B
'• Northbound
L 605
TR 712
Southbound
L 479
T 732
R 634
1770 0.60 0.54 19.6 B
1813 0.20 0.39 17.0 B
1220 0.07
1863 0.37
1615 0.11
Intersection Delay = 19.1
20.0+ C
19.7 B
18.9 B
0.39 16.0 B
0.39 18.5 B 17.8 B
0.39 16.3 B
(sec/veh) Intersection LOS = B
HCS2000: Signalized Intersections Release 4.1e
•
Analyst: DPA Inter.: NW 14 AVENUE / NW 14 STREET
Agency: Area Type: All other areas
Date: 10/22/04 Jurisd:
Period: FUTURE W/ PROJ PM PEAK Year : 2008
`roject ID: MIAMI RIVERTOWN MUSP - # 04234
,!;/W St: NW 14 STREET N/S St: NW 14 AVENUE
No. Lanes
LGConfig
Volume
Lane Width
RTOR Vol
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound
L T R L T R L T R
0 2 0
LTR
63 126 14
12.0
0
0 2 1
LT R
43 542 187
12.0 12.0
19
1 1 0
L TR
22 119 20
12.0 12.0
0
Southbound
L T R
1 1 1
L T R
122 219 241
12.0 12.0 12.0
24
Duration 0.25 Area Type: All other areas
Signal. Operations
__- Phase Combination 1 2 3 4 5 6 7 8
EB Left A NB Left A
Thru A Thru A
Right A Right A
Peds Peds
WB Left A SB Left A A
Thru A Thru A
Right A Right A
Peds Peds
NB Right EB Right
SB Right WB Right
0r.een 22.0 42.0 31.0 11.0
fellow 4.0 4.0 4.0 4.0
All Red 1.0 1.0 1.0 0.0
Cycle Length: 125.0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
LTR 620 3525 0.35 0.18 45.5 D 45.5 D
Westbound
- LT 1211 3604 0.51 0.34 33.6 C 33.1 C
R 543 1615 0.33 0.34 31.3 C
Northbound
L 207 835 0.11 0.25 36.6 D
TR 461 1859 0.32 0.25 38.8 D 38.5 D
Southbound
L 501 1805 0.26 0.38 30.4 C
T 471 1900 0.49 0.25 41.0 D 39.5 D
R 401 1615 0.57 0.25 43.1 D
Intersection Delay = 37.2 (sec/veh) Intersection LOS = D
•
HCS2000: Signalized Intersections Release 4.1e
•
Analyst: DPA Inter.: NW 17 AVENUE / NORTH RIVER DR
Agency: Area Type: All other areas
Date: 10/22/04 Jurisd:
Period: FUTURE W/ PROJ PM PEAK HOUR Year : 2008
'roject ID: MIAMI RIVERTOWN MUSP - # 04234
.4/W St: NORTH RIVER DRIVE N/S St: NW 17 AVENUE
SIGNALIZED INTERSECTION SUMMARY
No. Lanes
LGConfig
Volume
Lane Width
RTOR Vol
Eastbound Westbound Northbound
L T R • L T R L T R
0 2 0
LT
20 155
12.0
Southbound
L T R
0 1 0 1 2 0 1 1 0
TR L T L TR
236 83 140 482 86 466 42
12.0 12.0 12.0 12.0 12.0
0 0
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left A NB Left A A
Thru A Thru A
Right Right
Peds Peds
WB Left SB Left A A
Thru A Thru A
Right A Right A
Peds Peds
NB Right EB Right
SB Right WB Right
:een 38.0 53.0 6.0
111/ iellow 4.0 4.0 3.0
All Red 1.0 1.0 0.0
Cycle Length: 110.0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
LT 1106 3202 0.19 0.35 25.3 C 25.3 C
„Westbound
TR 621 1797 0.61 0.35 31.5 C 31.5 C
Northbound
L 383 1770 0.43 0.58 29.7 C
T 1709 3547 0.33 0.48 17.7 B 20.4 C
•Southbound
L 510 1770 0.20 0.58 15.5 B
TR 887 1840 0.67 0.48 23.9 C 22.7 C
Intersection Delay = 23.8 (sec/veh) Intersection LOS = C
•
Project Driveway
•
•
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
•
Analyst: DPA
Agency/Co.:
late Performed: 10/25/2004
analysis Time Period: FUTURE W/ PROJ PM PEAK HOUR
Intersection: NORTH RIVER DRIVE / DRIVEWAY
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2008
Project ID: MIAMI RIVERTOWN MUSP - # 04234
East/West Street: NORTH RIVER DRIVE
North/South Street: DRIVEWAY
Intersection Orientation: EW Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound
Movement 1 2 3
L T R
Westbound
4 5 6
L T R
Volume 396 29 532
Peak -Hour Factor, PHF 0.95 0.95 0.95
Hourly Flow Rate, HFR 416 30 560
Percent Heavy Vehicles
Median Type/Storage Raised curb / 1
RT Channelized?
Lanes 2 0 2
Configuration T TR T
Upstream Signal? No No
1111 inor Street: Approach Northbound Southbound
Movement 7 8 9 I 10 11 12
L T R I L T R
Volume 22
Peak Hour Factor, PHF 0.95
Hourly Flow Rate, HFR 23
Percent Heavy Vehicles 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage
Lanes 1
Configuration R
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 17 8 9 I 10 11 12
Lane Config I R
v (vph) 23
C(m) (vph) 780
v/c 0.03
95% queue length 0.09
Control Delay 9.8
---' L O S A
'-nproach Delay 9.8
...;.?Proach
LOS A
Appendix E
Committed Development Information
•
New Miami City View Apartments
PM Peak Hour Trip Generation Analysis
USES
UNITS
ITE Land Use Code
PM PEAK HOUR TRIPS
IN
OUT
TOTAL
%
Trips
%
Trips
Trips
Residential Apartments
130 DU
220
65%
58
35%
31
89
GROSS VEHICLE TRIPS
1 65% I
58 1
35% I
31 1
89
Vehicle Occupancy Adjustment @
Transit Trip Reduction @
Pedestrian / Bicycle Trip Reduction @
16.00% of Gross External Trips
15.00% of Gross External Trips
10.00% of Gross External Trips
(1)
(2)
(3)
65%
65%
65%
9
9
6
35%
35%
35%
5
5
3
14
13
13
NET EXTERNAL VEHICLE TRIPS
65%
34
35%
18
48
I
I
0
I
Net External Person Trips in Vehicles @
Net Extemal Person Trips using Transit @
1.40 Persons/ Vehicle
1.40 Persons/ Vehicle
65%
65%
44
12
35%
35%
23
7
67
19
Net Extemal Person Trips (vehicles and transit modes)
65%
56
35%
30
86
I
Net External Person trips walking / using bicycle
1.40 Persons/ Vehicle
1 65%
12
135%
7
I 19
Notes
(1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh)
(2) Transit trip reduction based on close proximity to Civic Center and Santa Clara Metrorail Station and other available transit.
(3) Pedestrian and bicycle trip reductions based on engineering judgement.
#04234 - NMCVA
T-Gen.xls
•
•
•
New Miami City View Apartments
2005 Cardinal Distribution
Direction
TAZ 477
NNE
19.44%
ENE
7.05%
ESE
10.82%
SSE
3.92%
SSW
13.34%
WSW
17.74%
WNW
13.09%
NNW
14.60%
TOTAL 100.00%
27.69%
26.49%
31.08%
14.74%
#04234 - NMCVA TAZ.xls
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Appendix F
Traffic Control Measures Plan
•
•
Miami Rivertown
TRAFFIC CONTROL MEASURES PLAN
The project's design and location will reduce the project vehicular traffic volumes as
follows:
• The project is a proposed residential development which includes some retail and
office space. This type of development will result in a portion of the trips being
captured within the development, or internal to the site.
• The project will also provide residential units with accessibility to mass transit. This
feature will allow residents to use mass transit for their trip to work.
The development will also do the following to further reduce peak hour vehicle trips:
• Will encourage employers/landlords to participate in ridesharing programs through
South Florida Commuter Services. Available information will be obtained and
distributed to all employers/landlords in the development.
• Miami -Dade County Transportation Agency current local and regional mass transit
route and schedule information will be provided to potential transit users in a
prominent public area of the development. The information provided and maintained
on the premises will be updated, when necessary, at no less than six month intervals.
• Promote mass transit use by encouraging employers/landlords to purchase transit
passes and make them available to employees and residents at discounted prices or no
charge, or in lieu of subsidized parking.
• Encourage employers to implement staggered work hours.
Implementation of these items will result in a minimum of ten percent (10%) reduction of
peak hour vehicle trips. The performance of the plan will be monitored by measuring
actual afternoon peak hour volumes at the project driveways and comparing the counts
against total project trips based on the Institute of Transportation Engineers (ITE) trip.
generation rates.
TRAFFICCONTROL.DOC
•