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HomeMy WebLinkAboutSubmittal Traffic Impact StudyJuly 2006
•
'Study Location: Herald Plaza at NE 15 Street (City Square Parcel 3)
City of Miami
TRAFFIC IMPACT STUDY
ATEC
Advanced Transportation
Engineering Consultants
Prepared For
Residents of Venetian Condominium
Venetian Causeway Neighborhood Alliance
Venetian Islands Homeowners Association
P`
Engineer's Certification
I Elio R. Espino, certify that I currently hold on active Professional Engineer's
License in the State of Florida and am competent through education and
experience to provide engineering services in the civil and traffic engineering
er' disciplines contained in this report. I further certify that this report was prepared by
e., me or under my responsible charge as defined in Chapter 61G15-18.001 F.A.C.
and that all statements, conclusions and recommendations made herein are true
and correct to the best of my knowledge and ability.
PROJECT: Traffic Impact Study
r, LOCATION: City Square Parcel 3
SUBMITTED INTO THE
e- PUBLIC RECORD
FOR
ITEM ON ii-94 .
Elio R. Espino, P,E.
e., PE '58341
TABLE OF CONTENTS
SECTION PAGE
1. Introduction 1
2. Study Location 1
," 3. Existing Conditions 1
4. Methodology 2
5. Analysis and Results 2
5.1. Data Collection 3
5.2. Crash Analysis 3
5.2.1. Safety Ratio 3
5.2.2. Summary of Crashes 4
5.3. Trip Generation 8
5.4. Trip Distribution 8
5.5. Level of Service Analysis for Intersections 13
5.6. Level of Service Analysis for Venetian Causeway 14
�.., 5.7. Microsimulation Analysis 15
6. Conclusions and Recommendations 16
LIST OF TABLES
r,
TABLE PAGE
Table 1 Segment Safety Ratio (NE 13th St. to NE 15th St.) 3
Table 2: Crash Summary (2002-2004) Biscayne at NE 13th St. 4
Table 3: Crash Summary (2002-2004) Biscayne at NE 14th St. 4
Table 4: Crash Summary (2002-2004) Biscayne at NE 15th St. 4
j Table 5 City Square -Parcel 3 Generation Analysis (TAZ# 509) 8
Table 6: Committed Projects along Biscayne Boulevard and N. Bayshore Drive 9
Table 7: Intersection Level of Service Criteria 13
Table 8: Summary of LOS at Signalized Intersections (Existing PM Peak) 13
Table 9: Summary of LOS (2010, Committed project and Project Traffic for PM Peak) 14
Table 10 : Existing Level of Service (Venetian Causeway) 14
Table 11 : Existing Level of Service (Venetian Causeway) 15
Li f" Table 12: 95% Percentile Queue Lengths along NE 15 Street 16
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEMZie ON „- oR -o` .
r^
LIST OF FIGURES
Figure 1 Study Location 5
Figure 2 Existing PM Peak Hour Turning Movement Counts 6
r., Figure 3 2010 PM Peak Hour Turning Movement Counts with 2% Growth 7
Figure 4 Parcel 3 Trip Distribution 10
Figure 5 2010 PM Peak Hour with Trips from Area Projects 11
Figure 6 2010 PM Peak Hour Total Trips 12
e" APPENDIX
em" Appendix A - Turning Movement Counts
Appendix B - 7-Day counts (Venetian Causeway)
Appendix C - Trip Generation of Area Projects
Appendix D - Signal Timing
�• Appendix E - Existing Level of Service (Signalized Intersections)
Appendix F - Future Level of Service (Signalized Intersections)
Appendix G - Existing Conditions Simtraffic Results
Appendix H - Future Conditions Simtraffic Results
e
o"
SUBMITTED INTO THE
PUBLIC RECORD FOR
(0,
ITEM p2. ; ONii.o1.ot.,
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City Square Parcel 3
1. Introduction
July 2006
Advanced Transportation Engineering Consultants, Inc was retained by residents of
the Venetia Condominium located at 555 NE 15 Street in the City of Miami and the
Venetian Causeway Neighborhood Alliance to assess the traffic impacts associated
with the proposed development of the City Square Parcel 3. The objective of the
study is to assess the impacts of the proposed development on the residents along
NE 15' Street and the Venetian Islands. City Square Parcel 3 consists of 554
residential condominium units and 4, 301 square feet of specialty retail'. The
project site will be accessed trough a single driveway located between NE 13
Street and NE 14t' Street on Herald Plaza.
2. Study Location
The study area defined for the assessment of traffic impacts is 15th Street to the
North, NE 13th Street to the South, Biscayne Boulevard to the west and Herald
Plaza to the east, and the Venetian Causeway. The study limits include the
following intersections: Figure 1 depicts an aerial view of the entire study area.
1. Biscayne Boulevard at NE 13t' Street
2. Biscayne Boulevard at NE 14th Street
3. Biscayne Boulevard at NE 14th Terrace
4. Biscayne Boulevard at NE 15' Street
5. N. Bayshore Drive at NE 13th Street
6. N. Bayshore Drive at NE 14' Street
7. N. Bayshore Drive at NE 14' Terrace
8. N. Bayshore Drive at NE 15th Street
9. Venetian Causeway, San Marino Drive to Island Avenue East
3. Existing Conditions
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM;;, ON ,
The proposed development is located on a narrow portion of Biscayne Bay which is
bordered by Biscayne Island on the Venetian Causeway. It is adjacent to NE 15th
Street which is classified as a class III arterial, based on the 2000 edition of the
Highway Capacity Manual, with a posted speed limit of 30 mph. The land uses in
the area are mainly retail and mid -rise residential/ hotel and it includes, in the
immediate vicinity, the Miami Performing Arts Center. Traffic going east from the
proposed project must enter the Venetian Causeway. The Causeway connects
Miami to Miami Beach. The entire length of the Causeway is approximately 2.5
miles and is a residential neighborhood of over 2000 homes, including over 100
single family residences and over 250 condominium residences in Miami, and
over 300 single family residences and 1500 condominium residences in Miami
Beach. In the late 1980's, the neighborhood convinced the Florida Department of
Transportation and Miami -Dade County to maintain the roadway as a residential
1 Source City Miami Planning Department Large Scale Project Report, April 2006.
Page 1
t^
City Square Parcel 3 July 2006
street rather than converting it into a highway such as the MacArthur Causeway.
Furthermore, The Venetian Causeway is included on the historical register. The
Causeway continues to be a two-lane narrow road, with horizontal curves in the
Miami portion of the road. The entire road is heavily used by pedestrians, including
walkers, joggers and individuals walking baby carriages; bicyclists; and line
e"'" skaters. Many homes face the Causeway.
r"
to, The study area was field reviewed during the afternoon peak hours on Thursday,
June 15, 2006. The field review revealed on going construction along Biscayne
Boulevard from NE 13' Street to NE 15' Street. This is the area in front of the
fe" Performing Arts Center currently under construction. During this time the
e"* intersections of NE 14' Street and NE 15' Street and Biscayne Boulevard were
under flashing mode operation with flashing yellow for the movements on Biscayne
Boulevard and flashing red for the side street movements. Furthermore, the field
review revealed high levels of congestion for the westbound movement at the
intersection of NE 13th Street and Biscayne Boulevard. This movement is fed by the
�•. westbound off ramp from 1-395.
4. Methodology
As part of this study a trip generation analysis based on the Institute of
Transportation Engineers (ITE), Trip Generation Report, 7th Edition was performed
to determine the PM Peak hour directional trips expected to be generated by the
proposed development. The distribution of trips to the adjacent street network
em, was performed using the project's traffic analysis zone (TAZ) and the current
Miami Urban Area Transportation Study (MUATS). In addition to trip generation
to'`.and trip distribution/assignment, intersection level of service capacity analysis was
performed at each of the intersections within the study area. The level of service
analysis was performed for the existing conditions and future conditions with the
additional project traffic. This analysis was performed to assess the impacts of
project traffic on the arterial and intersection operations. A 2% per annum traffic
growth was used for the horizon year analysis. The level of service analysis was
performed based on the methodology outlined in the 2000 edition of the Highway
Capacity Manual. Furthermore, microsimulation analysis using Simtraffic 6.0 was
also performed for the existing and future conditions. Each scenario was run ten
times to obtain average results that closely replicate the existing and future
conditions. Furthermore, level of service analysis was also performed for a one -mile
section of the Venetian Causeway.
,t■* 5. Analysis and Results
This section is comprised of seven sub -sections. Sub -section 5.1 describes all of
' data collection activities. A crash analysis is presented ihTs tc tni 2.
SUBMITTED INTO THE
PUBLIC RECORD FOR
section 5.3 describes the trip generation analysis followe y -41444tion 4 11'MIA ■
which details the assignment of vehicles trips to the site and surrounding highway
links. Sub -section 5.5 presents the intersection Level of Service (LOS) analysis
AMC
to -
Page 2
°o City Square Parcel 3 July 2006
and impacts of the proposed development and Sub -section 5.6 presents the results
A^ of the LOS analysis for the Venetian Causeway. Sub -section 5.7 presents the
results of the microsimulation analysis.
"^ 5.1. Data Collection
Turning Movement Counts were obtained from a recent study: City Square Parcel
3 Major Use Special Permit (MUSP) report by David Plummer and Associates
February 2006. These counts were summarized and are presented on Figure 5.
Data was also supplemented from a recent report prepared by Cathy Sweetapple
/^ and Associates for the City Square MUSP. All of the turning movement counts
e, were balanced throughout study area which was used as the primary input variable
in the analysis and traffic simulation. Furthermore, 7-day counts on the Venetian
Causeway performed by the Miami -Dade County Public Works Department the
week of March 6, 2006 were obtained. The average weekday counts show
f` 10,617 vehicles per day and 960 vehicles during the PM peak hour.
5.2. Crash Analysis
I^ The objective of the crash analysis was to determine if any crash patterns were
present at any of the study intersections, i.e. NE 13th Avenue, NE 14t' Avenue, and
NE 15' Avenue along Biscayne Boulevard and if the study segment experiences an
abnormally high rate of crashes. The crash data obtained included all crashes on
the Biscayne Boulevard segment from NE 13' Avenue to NE 15' Avenue for the
period from 2002 through 2004; this segment is approximately 1,250 feet long.
5.2.1. Safety Ratio
The safety ratio compares the crash rate (actual crash rate) of the study segment
with the crash rate of similar segments statewide (critical crash rate). If the actual
crash rate is greater than the critical crash rate the study segment is considered a
high crash location and therefore traffic safety deficiencies may be present. A
41°` safety ratio calculation was performed for the study segment for the years 2002
through 2004. Table 1 depicts the crash frequency per year, actual and critical
crash rates, and the safety ratio for each of the study years. The safety ratios
calculated are above one, therefore, the Biscayne Boulevard segment from NE 13'
e*". Street to NE 15th Street has experienced an abnormal crash rate for each of the
last three years of available crash data. SUBMITTED INTO THE
Table 1 Segment Safety Ratio (NE 13th St. to NE 15th St.)
Statewide
Year Crash Average Crash Actual P)8UC
rC ashaRECORD FOR
Frequency Crash Rate Rtea i
Rate
a.., 2002 43 0.529 13.08
2003 40 0.530 9.52 7.01 1.35
2004 39 0.498 9.66 6.74 1.43
(''`
',., /Ci Page 3
City Square Parcel 3 July 2006
5.2.2. Summary of Crashes
The three year crash history for each of the intersections along Biscayne Boulevard
was summarized by crash type, time of day, injury severity and contributory cause.
The crash summary sheets are contained in the appendix. Tables 2 through 4
summarize the three year crash history for each of the study intersections.
Table 2: Crash Summary (2002-2004) Biscayne at NE 13th St.
Crash Type 2004 3 year
Average
Percent
Rear End
Angle
Right Turn
Sideswipe
Pedestrian/Bicycle
Backed Into
Coll w/Utility Pole
Coll w/Parked Car
All Other
3
3
0
1
0
1
0
0
7
4
1
0
3
0
0
1
1
8
2
1
1
5
1
0
0
1
2
3.00
1.67
0.33
3.00
0.33
0.33
0.33
0.67
5.67
y�l (TED INTO TH
217
TIM. I C RECORD FOI
2.17%
2:1 ° "f 0 ON 11-ot.a
4.3o/0
36.96%
Total
15 18 13 46 100.00%
Table 3: Crash Summary (2002-2004) Biscayne at NE 14th St.
Crash Type 2002 2003 2004 3 year Percent
Average
Rear End
Head On
Angle
Left Turn
Rigth Turn
Pedestrian/Bicycle
Sideswipe
All Other
4
3
3
0
0
1
0
3
4
0
0
0
1
0
1
5
0
0
3
1
0
0
1
4
2.67
1.00
2.00
0.33
0.33
0.33
0.67
4.00
23.53%
8.82%
17.65%
2.94%
2.94%
2.94%
5.88%
35.29%
Total
14 11 9
34 100.00%
Table 4: Crash Summary (2002-2004) Biscayne at NE 15th St.
Crash Type
2002 2003 2004
3 year
Average
Percent
Rear End
Head On
Angle
Left Turn
Sideswipe
Tree/Shrub
Pedestrian/Bicycle
All Other
3
1
3
0
1
0
1
4
4
1
1
1
1
1
2
6
1
1
5
0
0
0
0
5
2.67
1.00
3.00
0.33
0.67
0.33
1.00
5.00
19.05%
7.14%
21.43%
2.38%
4.76%
2.38%
7.14%
35.71%
Total
13 17 12
42 100.00%
Page 4
2002 2003
12905 SW 42 Street, Suite 209
Miami, Florida 33175
Phone: i305) 480-9938
Fax: (3051480.9964
City Square Parcel 3 Traffic Impact Study
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SUBM1 HE
PUBLIC RECORD FOR
ITEM+i ONioo4
arc
ed Transportation
Engineering Consultants
12905 SW 42 St, Suite 209
Miami, FI 33175
Phone: (305) 480-9938
Fax: (305) 480-9964
Figure 2: Existing PM Peak Hour
Turning Movement Counts
Page 6
(hTA) i_ 125
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BLIC RECORD FOR
ITEM "'.i, ON n-a.w..
-TEC
Transportation
Engineering Consultants
12905 SW 42 St, Suite 209
Miami, FI 33175
Phone: (305) 480-9938
Fax: (305) 480-9964
Figure 3: 2010 PM Peak Hour
Turning Movement Counts
with 2% Growth
Page 7
City Square Parcel 3 July 2006
5.3. Trip Generation
The methodology outlined in the Institute of Transportation Engineers (ITE), Trip
Generation 7th Edition was used to forecast traffic based on the proposed project
land use. Afternoon peak hour directional trips where estimated. The trip
generation estimates were performed using regression equations for the PM peak
periods. As a matter of consistency with MUSPs reports performed for other
developments within the study area, a 14.9%, and 10% reduction was applied to
the estimated trips to account for transit and pedestrian modes of transportation,
respectively. In addition, a 16% reduction to the net external trips was applied to
account for the higher vehicle occupancy within Downtown Miami.
Table 5 City Square -Parcel 3 Generation Analysis (TAZ# 509)
PM Peak Hour Trips
eft
Land Use Units ITE IN OUT TOTAL
Land Use Code
itfft
% Trips % Trips Trips
High Rise Condominium 554 232 62 126 38 77 204
T.. Specialty Retail 4301 814 44 14 56 18 32
A Internalization
Specialty Retail 10.0% -2
eft GROSS VEHICLE TRIPS 140 93 234
e`' Vehicle Occupancy Adjustment 16.0% -20 -12
Pr, Transit Trip Reduction 14.9% -19 -12
Pedestrian/Bicycle Trip Generation 10.0% -13 -8
ate'
NET EXTERNAL VEHICLE TRIPS 89 62 150
T•
Trip generation estimates for the PM peak hour were also performed for committed
projects along Biscayne Boulevard and N. Bayshore Drive. The trip generation
estimates for each individual project is contained in Appendix B. Table 6 depicts
the location, size, and built out year for these projects.
,., 5.4. Trip Distribution
The PM peak hour trips generated by the City Square -Parcel 3 development were
assigned to the adjacent street network using the cardinal distribution for traffic
r► analysis zone (TAZ) 509. Additionally all of the trips generated by projects in
en, different stages of development in the vicinity of the proposed development were
also distributed throughout the study area. For projects located in other TAZs along
Biscayne Boulevard and N. Bayshore Drive only the traffic assigned to these two
roads was included in the analysis.
SUBMITTEDINTOTHE
PUBLIC RECORD FOR
AMC ITEMIZIciriON i l-aet- Pk Page 8
City Square Parcel 3 July 2006
Table 6: Committed Projects along Biscayne Boulevard and N. Bayshore Drive
Project
Number
Project Name
Land Uses
Size Status
Build
Out TAZ
Year
1
Marquis
(1100 Biscayne Blvd.)
High Rise Condominium
Specialty Retail
Hotel
334 DUs
5765 SF
48 Rooms
Approved 2008 513
2
Marquis West
(111 NE 11 Street)
High-rise Condominium
Specialty Retail
Hight -turnover Restaurant
430 DUs
31,000 SF Approved 2009 513
5,100 SF
3 City Square
Shopping Center
High-rise Condominium
Specialty Retail
644,153 SF
985 DUs Preliminary 2009 509
13,675 SF
4
Herald Plaza
(Parcel 1)
High-rise Condominium
Specialty Retail
542 DUs
22,615 SF
Application 2010 509
5
1400 & 1490 Biscayne
Blvd.
High-rise Condominium
Specialty Retail
Quality Restaurant
1,002 DUs
35,386 SF Approved 2008 512
7,761 SF
6
The Chelsea
(1550 Biscayne Blvd)
Condominium/Townhouse
General Office
Specialty Retail
384 Dus
79,988 SF Approved 2009 506
11,848 SF
7 1650 Biscayne Blvd.
High-rise Condominium
General Office
Health Club
Quality Restaurant
Specialty Retail
824 Dus
49,020 SF
26,600 SF Application 2008 506
1 3,620 SF
13,500 SF
8
Portico
(1837 NE 4th Ave.)
High-rise Condominium
Specialty Retail
Existing Apartments
324 DUs
1,000 SF Approved 2008 505
20 DUs
9
Opera Tower
(1744 N. Bayshore Dr.)
High -Rise Condominium 365 Dus
Retail 18,1 1 2 SF
Under
Construction
2007 505
Hotel De L' Opera
10 1783-95 NE 4th Avenue,
407 NE 17th Terr.
Hotel
Specialty Retail
General Office
400 Rooms
7,000 SF Application 2010 505
45,000 SF
11
Performing Arts Center
(1300 & 1 351 Biscayne
Blvd.)
Entertainment Complex
4,880 Seats Under
Construction
2006 509
12
1800 Club
(1800 North Bayshore Dr.)
High Rise Condominium
General Office
Specialty Retail
469 Dus
27, 604 SF
4,872 SF
Under
Construction
2007 505
13
Marina Blue
(824 Biscayne Blvd.)
14 900 Biscayne Blvd.
High Rise Condominium
General Office
Specialty Retail
High -Rise Condominium
General Office
Specialty Retail
516 Dus
10,700 SF
29,300 SF
516 Dus
69,204 SF
14, 375 SF
Under
Construction
Under
Construction
2007 517
2007 517
ATEC
SUBMITTED INTO THE
PUBLIC RECORD FOR
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BUCRECORDFOR
NE 13 Street
LEGEND
Entering Trips
xx Exiting Trips
.
1 4°
09 ° (V
of
Cardinal Distribution
for TAZ 509
anced Transportation
':nyin Bering Consurtants
12905 SW 42 St, Suite 209
Miami, FI 33175
Phone: (305) 480-9938
Fax: (305) 480-9964
Figure 4: Parcel 3 Trip Distribution
Page 10
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ITEMT:fi ON (Ira i.o6,
:•.;, - 1 Transportation
Engineering Consultants
12905 SW 42 St, Suite 209
Miami, FI 33175
Phone: (305) 480-9938
Fax: (305) 480-9964
Figure 5: 2010 PM Peak Hour
Committed Trips
Page 11
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PUBLIC RECORD FOR
ITEM Ta.41.1 ON -ot..o
Transportation
Engineering Consultants
12905 SW 42 St, Suite 209
Miami, Fi 33175
Phone: (305) 480-9938
Fax: (305) 480-9964
Figure 6: 2010 PM Peak Hour
Total Trips
Page 12
City Square Parcel 3 July 2006
5.5. Level of Service Analysis for Intersections
Level of Service Analysis was performed for all of the intersections within the
study area, un-signalized and signalized. Table below summarizes the Level of
Service (LOS) criteria for un-signalized and signalized intersections.
Table 7: Intersection Level of Service Criteria
LOS
Un-Signalized Intersection
(Ave. Control Delay s/veh)
Signalized Intersection
(Ave. Control Delay s/veh)
A
B
C
D
E
F
0-10
>10-15
>15-25
>25-35
>35-50
>50
0-10
>10 - 20
>20 - 35
>35 - 55
>55 - 80
> 80
Level of Service Analysis was performed for the six signalized intersections within
the study area for PM peak hour for the existing and 2010 built out conditions. As
shown in Table 7, the study intersections are currently operating at acceptable
levels of service during the PM peak hour. That is, these intersections are operating
above level of service standard "E" adopted by the City of Miami Neighborhood
Comprehensive Development Master Plan (NCDMP).
The results of the level of service analysis for the 2010 built -out conditions show a
significant degradation in level of service at the study intersections. Table 8
provides a summary of the level of service results for the year 2010 during the PM
peak hour. These results indicate a level of service F for the following
intersections: Biscayne Boulevard at NE 13' Street, NE 14`h Street, and NE 15`h
Street. The intersection of N. Bayshore Drive and NE 14' Street also shows a level
of service F during the PM peak hour. Please also note that the eastbound
approach at N. Bayshore Drive and NE 15th Street will also operate at level of
service "F" during the PM peak hour. These results indicate that most of the
intersections within the study area will not meet the City of Miami's level of
service standard outlined in the city's NCDMP.
Table 8: Summary of LOS at Signalized Intersections (Existing PM Peak)
Signalized Intersection Int Approach LOS Approach Delay (s/veh)
LOS EB WB NB SB EB WB NB SB
Biscayne Boulevard
Biscayne Boulevard
Biscayne Boulevard
N. Bayshore Drive
N. Bayshore Drive
N. Bayshore Drive
at
at
at
at
at
at
NE 13 St
NE 14 St
NE 15 St
NE 13 St
NE 14 St
NE 15 St
C
B D
E D
B
B C
C C
F
E
D
B
C
B
C
B
D
B
C
B
A
F
B
B
C
47.9
54.7
27.9
26.7
88.3
78.7
50.7
11.0
20.9
19.8
22.7
13.6
46.0
14.9
29.4
11.1
5.7
83.1
18.8
17.6
22.5
SUBMITTED INTO THE
CTEC
Page 13
ITEM�1 ON II -bolt
City Square Parcel 3 July 2006
Table 9: Summary of LOS (2010, Committed project and Project Traffic for PM Peak)
Signalized Intersection Int Approach LOS Approach Delay (s/veh)
�., LOS EB WB NB SB EB WB NB SB
Biscayne Boulevard at NE 13 St F F F C - 252.4 236.6 28.6
Biscayne Boulevard at NE 14 St F F F F E >400 >400 257.1 55.3
Biscayne Boulevard at NE 15 St F F F F F 298.0 >400 294.1 335.7
r" N. Bayshore Drive at NE 13 St C B - D 11.6 - 50.1
N. Bayshore Drive at NE 14 St F F C B D >400 23.5 16.6 36.6
N. Bayshore Drive at NE 15 St E F C E D 100.9 22.9 79.1 41.2
r 5.6. Level of Service Analysis for Venetian Causeway
A planning level analysis was performed for the approximately 1.0 mile segment
f^ from San Marino Drive to the intersection of Island Avenue East. This segment was
used since is not affected by the operation of the toll. The traffic signals included
in this analysis are:
1. San Marino Drive SUBMITTED INTO THE
2. Dilido Drive PUBLIC RECORD
3. Rivo Alto Drive FOR
4. Island Avenue West TE / t?. IS
5. Island Avenue East IVI IVI ON 1 1 - b9-0`
The planning level of service analysis was performed using the generalized tables
I" contained in the Quality/Level of Service Handbook, 2002 edition published by the
Florida Department of Transportation (FDOT). The handbook provides the
maximum service volumes for the peak direction during the peak hour for state and
non -state arterial roads. The level of service for the study segment was
determined by comparing the existing and future PM peak hour traffic volumes
r. with the maximum service volumes contained in Table 4-7 of the Quality/Level of
Service Handbook, 2002 edition. The threshold values used correspond to an
r.
arterial class III. This classification was used based on the posted speed, and signal
density of this segment. The planning levels of service analysis results indicate
t!^ level of service E for the existing and future conditions. However, the estimated
f.. volume to capacity ratio (V/C) for the future conditions reaches 0.96 with only 31
vehicles of reserved capacity during the peak hour. These results are shown in
Tables 10 and 11, respectively.
Table 10 : Existing Level of Service (Venetian Causeway)
Existing Directional V/C Segment LOS Threshold Values Segment
e, Traffic Volumes (Existing) D E LOS
en, San Marino Dr
to 681 0.84 660 VPH 810 VPH E
Island Ave. East
A''
e,., AMC Page 14
e^
r
SUBMITTED INTO
3 July 0 Cny Square Parcel�LJBLJC RECORD s
t'"' Table 11 : Existing Level of Service (Venetian aFOR
!`"°' Future Directional LOS Thres slues LOSegment
Segment Traffic Volumes F t�'F'•' Pj' �E Sfi .
0" San Marino Dr 1 ;"
0" to 779 0.96 660 VPH 810 VPH E
Island Ave. East
rk
Please note that these intersections differ from the other intersections studied in
rk this report in that these intersections are adjacent to single family residences and
the Causeway runs in front of and on the side of many residences, mostly single
family. Thus, the impact of traffic on the Causeway is magnified.
Furthermore, traffic traveling east on NE 15th Street to the Causeway is affected
'' by a drawbridge and a toll plaza. These conditions are not considered as part of
the LOS analysis performed since the Highway Capacity Methodology cannot
replicate these conditions. We expect that the effect of the drawbridge operation
on the increased traffic traveling east on 15`h Street will create long lines of
stopped traffic from the bridge westward to Herald Plaza and beyond. It is also
anticipated that the Venetian Causeway will experience a 26% increase in traffic
by the year 2010, the opening year of the proposed development. This increase is
in line with data obtained from Mr. Mike Bauman, Chief of the Causeways Division
of the Miami -Dade County Public Works Department which indicates an increase of
!" 31% in traffic from June 2002 to June 2005.
�.. The drawbridge and the toll booth will compound the effect that the increased
traffic traveling westward on the Venetian Causeway to reach the projects will
have on traffic operations on the Causeway. This will result in significant
traffic congestion. Furthermore, the drawbridge currently opens at will including
during peak hours. Though a plan may be instituted by the Coast Guard in 2007 to
open the drawbridge only on the half hour except for public vessels and vessels in
distress on weekdays from 7 am to 7 pm, it will continue to open at will in the
0 evenings and on weekends.
5.7. Microsimulation Analysis
A microsimulation analysis using Simtraffic 6.0 was performed for the study area.
f'" The objective of the microsimulation analysis was to more accurately replicate the
existing and future traffic operations along the study segment. The model was run
ten times for each scenario to obtain average results that closely simulate the
typical conditions along the study segment. The results of the PM peak analysis
show an average travel speed for eastbound and westbound NE 15 Street of 6 and
7mph, respectively, for the existing conditions. These results indicate a level of
pr., service F for this segment of NE 15`h Street. In 2010, both eastbound and
westbound average travel speed on NE 15 Street are estimated to be 4 mph with
the addition of the project traffic. These results also indicate a level of service F for
AMC Page 15
City Square Parcel 3 July 2006
the future condition in year 2010. The Simtraffic results are included as part of the
appendix of the report.
The microsimulation analysis was also used to estimate the 95th percentile queue
on the ap
proaches within the study area. These results are shown in Tables 10.
The queue length for the through movement in the westbound approach increases
from 430 feet to 577 feet. This further impacts the residents on NE 15 Street and
Venetian isles. This is the result of the additional project traffic leaving the new
facility during the afternoon peak hour.
r
Table 12: 95% Percentile Queue Lengths along NE 15 Street
Existing 2010
Cross Street Eastbound Westbound Eastbound Westbound
Left Through Left Through Left Through Left Through
Biscayne Blvd 185 185 161 430 212 212 135 577
'., N. Bayshore Drive 122 282 42 104 153 441 48 103
Herald Plaza - 81 25 143 90 49 117
6. Conclusions and Recommendations
The results of the level of service analysis performed for the year 2010 or built -out
scenario indicate that the level of service criteria outlined in the City of Miami's
e. Neighborhood Development Master Plan (NDMP) is not met. The city's adopted
concurrency management system requires that a level of service "E" be maintained
r•► at the intersections within the study area. The results indicate level of service F at
the following intersections: SUBMITTED INTO THE
1. Biscayne Boulevard at NE 13th Street
2. Biscayne Boulevard at NE 14' Street PUBLIC RECORD FOR
r., 3. Biscayne Boulevard at NE 15th Street
4. N. Bayshore Drive at NE 14th Streete. ITEM /7 j7 ON ,
The results of the microsimulation analysis performed indicate a highly congested
condition on NE 15' Street from the entrance to the Venetian Causeway to
Biscayne Boulevard during the PM peak hour. The level of service estimated for
existing and future conditions is F. However, the increase in congestion from
existing conditions to future conditions is significant and represents approximately
a 33% and 43% in the eastbound and westbound directions, respectively. NE 15'
el" Street Street will experience an additional 513 vehicles during the PM peak hour. These
results underline the mobility impacts to residents along NE 15th Street as well as
residents of the Venetian Islands who use NE 15' Street and the Venetian
Causeway as a major travel route.
The planning level of service analysis performed for the approximately one -mile
segment of the Venetian Causeway from San Marino Street to Island Avenue East
AMCPage 16
r
City Square Parcel 3 July 2006
shows a level of service E for the existing and future conditions. However, the
;r' future condition reaches 96% of capacity with only 31 vehicles per hour of
r• reserved capacity left. Therefore, a minor increase in traffic demand during the PM
peak hour will result in significant congestion on the Causeway. Furthermore, the
enk
future conditions analysis shows an increase in two-way traffic of 218 vehicles per
ea, hour during the afternoon peak hour on the Causeway. The impacts to the
residents of the Venetian Islands are significant given the lack of alternative routes
to access their homes. Please note that a conservative estimate of the traffic
increase on the causeway shows a 26% increase at opening year of the proposed
development in the year 2010.
rs
It is also relevant to highlight that the analysis performed represents only typical
r, conditions during the PM peak hour. However, consideration should also be given
to the impacts during special events such as functions at the Performing Arts
Center and the Boat Show. The impacts during these events will be significantly
<" greater than during typical conditions during the PM peak hour.
efts
P`
SUBMITTED INTO THE
PUBLIC RECORD FOR
enk
toft ITEML1 ON 11-0 oe.
t
rs /M EC Page 17
00,
e- AMC
Advanced Transportation
Engineering Consultants
e
Appendix A
e- Turning Movement Counts
r-
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM _ON_
NE 13TH STREET i BISCAYNE BOULEVARD
MIAMI , FLORIDA
1coutrr D BY: LUIS PALOMINO
'wu.I211D
SISCAYNE BOULEVARD%US 1
From North
TRAFFIC SURVEY SPECIALISTS, INC-
624 GARDENIA TERRACE
DELRAY BEACH. FLORIDA 33444
1561) 272-1255 PAX (561) 272-43E1
ALL VEHICLES 6 PEDS
S 137E STREET
From Neat
Site Code 0005017E
Start Date: 10/19/05
Pile I.D. : 13SThIBC
Page : 2
VeF,c1t
Peds Right Thru Left 1 Peds Right Tura Left 1 Peds Right Thru Left i Peds Right Thru Left I Tots':
INS 13TH 9TRSLT )SISCAYME BOULEVARD/US I
1Prom Bast . IFrom South
I I
Date 10/19/05 ------------
Peak Hour Analysis Sy Entire Intersection for the Period: 16-00 to 16:00 on 10/19/05
Peak start 16:30 I 16:30
Volume - 0 904 0 I
Percent 0% 100% 06 1
Pk total 904 1 456
Highest 17:1S 1 17:15
Volume 0 237 0 1
Hi total 237
P11F .95
26
26
Imo[ fir] �1�b�+ {
1T 13 lilt CTREEJ
5
0
0
5
0
0
0
0 7
7
7
6
6
132
66
65 0 391
14% 0% 66%
15 0 117
16:30 . 36:30
0 1146 5) - 7 0 0
0% 100% 0% 1 - 1004 0% 0% I
1153 j 7
17:15 16:45
- 0 302 2 I 3 0 0
304 I 3
.95 1 .56
BISCAYNE BOULEVARD/US 1
12
904
904
904
2,117
0
1.,148
65
1,213
• ALL VEHICLES & PEDS
Intersection Total
2,520
391
904
7
1,302
BISCAYNE BO
2,455
456
5
65
U w
456 - 0
0
391
391
0
NE 13TH STREET
0
0
0
0
0
SUBMIfl[j INTO THE
PUBLIC RECORD FOR
� 1
.y
M , 0.7
AiAr+t
CC* /?. 42.005
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEMI ON it-ov«.
TRAFFIC SURVEY SPECIALISTS, INC.
0...; NE 14TE STREET 4 BISCAYNE $OULEVARD 624 GARDENIA TERRACE Site Code . 00050276
MIAMI, FLORIDA DELRAY SRACSI, FLORIDA 33444 Start Date, 10/19/05
eiN fX7GRfrRD BY: ISI08O G0NZALAZ (561) 272-3255 FAX (561) 272-4381 File I.D. : 14STHISC
%WEED gage , 1
eiN
ALL VEIICLES 4 PEDS
el
BISCAYNE BOULEVARD/us 1 a218 24T11 ST ;BISCAYNE BOULEVARD/VS 1 (NE 1417E ST
N.% From North ;From East IFra+ South ;From Neat
Vehicle
19.4; Peda Right Thru Lett ?ads Right Thru Lett i pads Right ThrJ left , Pegs Right Thra Left t Total
Date 10/1.9/05
16:00 2 4 153 4 0 11 19 20 j 0 19 252 23 1 6 16 4 j 531
14:15 1 4 281 3 0 14 19 18 0 27 258 12 i 2 2 8 3 549
16:30 0 7 201 5 F 2 13 25 23 0 )5 259 8 j 0 8 15 1 t 600
16;45 3 6 106 3 j 0 7 _23 21 1 0 24 280 11 ` 2 1 14 4 583
Nr Thtal 8 21 721 15 j 2 45 86 82 1 0 205 1049 S4 5 20 53 12 t )261
A 17:00 1 3 212 2 I 2 S 23 17 1 1 25 244 $ 1 1 16 5! 564
C 17:15 1 5 224 2 I 3 11 26 16 I 1 18 290 7 1 3 16 6 f 631
17,30 6 4 150 8( 0 6 21 18 t 1 27 303 7 2 1 19 3 567
17;45 0 1 1fj 4 I 2 4 17 19 I 0 19 319 9 t 0 7 15 4; 564
Fm, K2 'Local 8 13 732 16 j 29 67 73 ; 3 99 1146 32 4 12 76 lL [ 2329
'T0TAL` 16 34 1493 31 9 74 173 152 3 204 21.95 65 j 9 32 129 30 4592
to- SUBMITTED INTO THE
PUBLIC RECORD FOR
1TEM..fi ON 11.0qb .
e..
e..
eft,
en%
TRAFFIC SURVEY SPECIALISTS, INC
#e*' NE 13TH STRUT BISCAYNE BOULEVARD 624 GARDENIA TERRACE Site Code 00050276
MIAMI, FLORID* DELRAY BRACE, FLORIDA 11444 Start Date: /0/19/05
eft• /COUNTED BY: LUIS PALOMINO (561) 272-3255 FAX (561) 272-4181 File 1.D. : 119/7314C
WLIZED leige
•0.1* ALL VUICLES8 PEDS
. ______ .......... . _ ..... ..... _ ......... ...„ ..... _ .
egN BISC.ATNE BOULEV)RDJUS 1 1NR 13TH ern= ! BISCAYNE BOULXVARD/US 1 1NE 13174 STREET
From North (Prom East (Prom South - !From Nest I
eft, 1 1 Vehicle
Pede Right Thxu Left I Pads Right Tbru Left I Pada Right Thru Left I Peds Right Thru Lett I Total
" Dote 10/19/05 " .--_—_,
eft'
16,00 12 0 187 0 1 1 22 0 77 i 0 0 279 2 ( 3 A 0 0 I 570
eft' 16,15 4 ./ 193 0 ! 0 15 0 7S ( C 0 266 1 3 1 0 0 ' 554
163C 5 0 231 0 1 0 26 0 45 1 0 0 279 1 I 0 1 0 0 623
0" .16:45 5 C 209 0 1 0 15 0 45 I 0 0 294 2 1 3 ' 0 608
Hz Total 26 0 820 0 ! 1 78 0 325 I 0 0 1118 6 5 8 0 0 2155
e..
1700 12 0 227 0 4 9 0 104 I 0 0 273 0 3 1 0 0 614
eft, 17:15 4 0 227 0 1 15 0 117 I 0 0 102 2 1 ; 3 0 5 675
17:10 1 0 170 0 I 1 13 0 94 i 0 0 122 0 0 1 0 0 600
e., 17,45 0 0 160 0 1 9 12 0 71 1 0 0 )19 0 L 0 0 0 570
Nx Total 17 0 402 0 I 6 49 0 386 0 0 1216 2 7 4 7 0
*00TAL. 43 1 1622 0 7 127 0 711 0 0 2334 4 12 12 0 0 4414
e.,
eft
eft
eigN
e.,
e.„
SUBMITTED INTO THE
e.,
eft
PUBLIC RECORD FOR
em.
01.6° ITEM ON ON 11-m4A..
eft
eft
NE 14TH SWEET 4 BISCAYNE BOULEVARD
MIAMI, PLORIDA
COUNTED BY: ISIDRO UONEALRZ
"B ALI =
TRAFFIC SURVEY SPECIALISTS, INC.
624 3ARDEN3A TERRACE
DELRAY BRACH. FLORIDA 33444
(561) 272.3255 FAX (561 272-4381
ALL VEHICLES i PEDS
Site Coo.. , 00053276
Start Date 10/19/05
Pile T.D. ,. 14ST81SC
Page 2
BISCAYNE BOULEVARD/US 1 1NE 14TH ST 1BISCAYNE BOULEVARD/US 1 IRS 14TM ST
From North 1Prom Bast 1From South Pro{a Nest
1 j i Vehicle
Peds Right Thru Left 1 Peds Right Thru left 1 Peds Right Thru Left J Fords Right Thru Lett 1 Total
Date IC i9l05 ...
Peak Hour Analysis By Entire intersection for the Period: 16,00 to 18:CC on 10/19/05
Peak start 16,30
Volume
Percent
eek Pk total S56
Highest 17:15
elk! Volume
HI total 231
PHF .93
1
s.
21 823 12
21 96% 14
224 2
5
5
h7L` 14TH ST
34
97 152
ek 21
16
1''` 16
f" 71
r~
16
rak
a
16;30 1 16,30 16:30
39 97 77 1 102 1073 34 ' - 16 71 16 1
184 46% 361 j - 81 894 34 161 691 16%
211 1 1209 i 101 i
16,30 1 16:45 I7:15
13 25 23 1 - 24 280 11 3 26 6 }
63. 1 315 35
,87 1 .96 .74
BISCAYNE BOULEVARD/US 1
21
21
1
71 103
16
J
4
4
255
8231• 12
823j 12
856 f 1
1,984
16
1, 073
39
1,128
• ALL VEHICLES & PEDS
Intersection Total
2,381
77
823
16
916
2,125
• 34
34
398
7
7
r 39
97
213 97
1,209
• 1,073
1, 073
BISCAYNE BOULEVARD/US 1
77
77
12
185 71
102
NE 14TH ST
102 2
102 2
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEMT(,ONq_bq.o'.
i\kt\
C?t/? 2.0o5
stafro 60 0,04�.
Sot rafi t C
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM VI/ ON li-of-oa,
TRAFFIC SURVEY SPECIALISTS, INC.
e N8 15731 STREET 4 BISCAYNE BOULEVARD 624 ()ARMENIA TERRACE Site Code 0005027E
MIAMI, FLORIDA DELRAY BEAL7i, MAID& 11444 Start Date: 10/19/05
COUNTED BY: PRANK SANCHEZ (5611 272-3255 FAX (561, 272-4381 File T.D.. , 15S RISC
4ALIZED Page . 1
AL:. VEHICLES 6 PITS
BISCAYNE BOULEVARD/US 1 dNE 15TB STREET IBISCAYNE BOULEVARD/US 1 1NE 15TR LTRSCT
00, From North !From Saet 1Froee South !From West
1 i 1 Vehicle
� Pado Right Thru Lett ! Peds Right Thru Left 1 Pedal Right Thru Left j Pods Right Thru Left i Total
f Date 10/19/05
00,
e.
tow
oak
i^
I
1.6e00 5 6 118 36 ! 1 26 26 38 1 17 42 200 12 ( 1 8 21 6 539
16415 6 9 124 38 1 5 32 26 38 1 10 30 211 15 ( 5 /2 28 5 568
16,3C 4 9 169 23 1 3 31 33 40 I 14 28 220 10 1 5 4 23 3 j 593
16145 3 1.1 156 11 4 21 20 34 1 17 32 219 10 1 8 3 19 6 ' 584
Mr Total 18 35 567 128 j 13 110 105 ISO j 38 152 850 47 1 19 27 91 22 2284
17.00 3 14 172 23 j 2 34 27 48 1 17 40 189 4 1 2 1 23 6 (, 581
17:25 4 13 180 33 ( 1 24 29 45 j 2 52 238 8 1 1 4 )0 5 j 659
11,10 3 8 124 32 1 a 20 24 28 1 10 52 208 6 1 3 2 37 3 544
17,45 4 135 38 1 18 29 20 I 7 _10 225 10 j 1 3 32 5 ' 589
Hr Total 12 39 611 1.26 1 8 96 100 141 1 36 723 858 78 1 7 10 172 19 2373
'T3TAL• 29 74 1178 254 i 21 206 205 291 1 94 375 1708 75 1 26 37 213 41 ! 4657
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM'11 ON t 1- Qg _04
r
/•••
oisa,. HE 1511i STREET 9 BISCAYNE 8OULEVARD
KIAMI. FLORIDA
F COUNTED BY;. PRJWK SANCHEZ
VALIZED
0.4
l
e"
I '
e"
/^
e,
TRAFFIC SURVEY SPECIALISTS, INC.
624 QARD@RIA TERRACE
D93lRAY BEACH., ?LORIDt 33444
(661) 272-3255 FAX (561) 272-4381
ALL VEHICLES 6 PEDS
Site rtdw 0005.)276
Start Date: 10/19/05
File 1.D, 16ETB3SC
Page : 2
BISCAYNE BOULEVARD/US 1 INS 1STH STREET I9I9GYNE BOULEVARD/US 1 iNE 1STH STREET
From North IFroi East !From South :Prom Nest
i f
Pods Right Thru Lett j Pads Right Thou Left 1 Peds Right Thru Left ; Pads Right Thru Left
Date 10/19/05 .. .__ _.. ._._....
Peak Hour Analysis By Entire Intersection for the Period; 16:00 to 18:00 on 10/19/05
Peek start 16:30 J 16:30 j 16:31 16:.30
Volume 47 677 110 I - 110 109 167 - 172 864 32 1 12 95 22
Percent - 64 414 134 - 281 284 434 I - 164 814 3% t 94 741 178
Pk. total 834 j 386 j 1068
! 129
Highest 17:15 17:00 17;15 17:16
Volume - 13 180 33 I 34 27 48 - 52 236 8 j 4 30 5
Hi. total 226 109 ? 296 39
PHI> .92 ( .89 ? .90 I .83
BISCAYNE BOULEVARD/US 1
14 47i 677
15TB STREET
ti°'' 32
109 188
47
14 47 677
834
22
22
95
95 129
12
12
to"16
ek
16
317
110 22
864
110
110 996
1,830
10
Vehicle
Total
10
( r 110
ALL VEHICLES & PEDS1------
109
Intersection Total.
2,417
1,924
386 109
763
167
167
377
NE 15TH STREET
1,068
167 32f• 864
677
12
856• 32i 864
BISCAYNE BOULEVARD/US 1
1
110
95
172
172
172
50
50
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEMIM_ON it-of-04 .
06`h? c)0 .5""
17r•rA ...wegie.0 CrePwadt:
-5:9"44sco,
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM wig+ON II-o1-ek.
NE 13TR STREIIT i N DAYS/ORE DRIVE
1QANI, FLORIDA
COUNTED BY: BHARIS GONZALEZ
NALt ZED
TRAPPIC SURVEY BPECIALICTE, INC.
626 GARDENIA TERRACE
DSLRAT MACH, FLORIDA 33444
(5611 272-3255 VAX t561.1 272-4381
ALL VEHICLES & PED$
NORTH-MAYNNOR6 DRIVE 1NE 13TE STREET !NORM BAY&HORS DRIVE N6 13TR STREET
Site Code 00050276
Start Date) 10/19)05
Pile Z.A. 13STBAYS
Page 1
From Worth (Frost, East (Horn South 1From Meat
1 j Vehicle
e Pada Right Thru Left ! Pods Right Thru left ( Peda Right Thin Left j Fella Right Thru Left i Total
Date10/19/05---'.___.____... ..____. __......._.... .,.._._....-___.._..-._....____.... _... ...�___..-..____..__.._ _.__. ... „,___. ... .... ..__..
16)00 2 18 49 0 0 80 78 2 i 0 0 0 0 1 0 0 t- i 22?
e► 16:15 0 19 58 0 0 73 72 0 3 0 0 0 `. 0 0 0 0 222
16:30 0 30 52 0 0 75 87 21 0 0 0 0 1 1 0 0 0 246
}^ 16:45 0 19 86 0 6 0 59 81 1 '• ' 0 0 1 4 0 0 G 206
llr Total 2 86 205 0 0 247 318 5( 4 0 0 0 1 5 0 0 0( 901
17:00 1 39 48 0 1 70 73 0 1 4 0 0 0 1 2 0 0 0 i 230
t 17:15 0 28 64 D j 1 83 102 D 1 0 0 0 j 0 0 0 0 1 277
17:30 2 34 55 0 1 68 68 0 I 0 0 0 0 j 1 ODD 225
17)45 0 21 65 0 j 0 51 60 1 1 0 0 0 0 1 0 0 D &' 198
Hr Total 3 122 232 0 1 5 272 303 1 1 4 0 0 0;.) 0 0 0 931
',TOTAL. 5 208 437 0 ( 5 559 621
8 0 0 0 f 8 0 0 0 j 1931
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM ^:'n ON /iof ec.
NE 13TH STREET 6 N SAY8:0RE DRIVE
MIldNI , n.LIRIl)A
COUNTED a SMARM GONZALEZ
NALt ZED
NORTH BAYSHORT. DR/VS
From North
TRAFFIC SURVEY SPECIALISTS, INC.
624 GARDENIA TERRACE
DELRAY REACH, FLORIDA 33444
(561) 272-3255 FAX (561) 272-4381
1NE 13TH STREET
1 Prose East
ALL VEHICLES 6 PEDS
1NORTH SAYSHORU DRIVE
1From South
1
Peels Right Thru Left 1 Peds Right Thru Left 1 Pods Right Thru. Left
Date 10/19/05 ___.__..___..- ____ ..___..____________.__... _. _._. . . ... ,....,.____..-
Peak Hour Analysis By Entire Intersection for the Period: 16,00 to 18;00 onr10/19/15
Peak start 16;30 I 16,30
volume 116 210 0 1 - 287 343 3 i
Percent 364 644 04 ri _ 45% 541 =SR 1
Pk total 326 633
Highest 17;1.5 i 1?;15 1
Volume 28 64 0 1 83 102 0 1
Hi total 92 ( 1.65 i
PHF .89 .86 i
e- `+ 13iH STREET
elk
r"
r
0
343 459
116
16,1c
t
16,00
0
0
NORTH BAYSHORE DRIVE
1 116 210
1 116 210
326
0
0
0 0
0
0
1
7
7
459
613
Site Code ; 00050276
Start Date: 10/19/05
Pile I.C. 13STRAYS
Page 2
3NE 11TH STRHET
;From He.et
Pei Right Thru Left.
16;30
0 0 0 j - 0 1 3
04 .C.R 01 S 0► 01 04
0 1
16;00
0 0 0 i 0 0 0
{ 0 i
[ .0
0
0
287
287
• ALL VEHICLES & PEDS
Intersection Total
959
NORTH HAYSHORE DRIVE
633
4
Vehisie
Total
4
287
287
343
633 343
3
3
0
NE 13TH STREET
6
6
0
0
0
SUBMITTED INTO THE
PUBLIC RECORD FOR
1TEM,,7ON,,o&.
N1iAau • rt.
©a /9' po5
Prsi iN D Asi a Goa �it
r yr-
64/ MD -r-C•ier P A ig144 D.✓E PM/6'4 Ef. '1 •
Po
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM1+,1 ON it-q.sc.
P^
TRAFFIC SURVEY SPECIAL78TS, INC.
WE 14TH STREET 6 91 BAY9ll0RC DRIVE 624 GARDiI13i TERRACE Sate CM. + 00050., 7;
DELRAY BEACH, FLORIDA 33444 Start Date, 14 19 05
MIAMI, FLORIDA
COUNTED BY: JESUS AUDIFPRp (562) 272-3255 FAX (561) 272.4381 Pile I.O. : i4ST8AY3
Page 1
TALI BBD
ALL VEHICLES 6 PROS
NORTH H71YSHORE DRIVE. 1108 14TE STREET !NORTH HAYSHORB DRIVE (316 141N STREET
From Worth (Pram Remit (Prom 6outh (From Neat t
{ (. j Vehici5
Pada Right Thru Leff 1 Poch Right Thru Left 1 Pada Right Tfiru Left 1 Pada Right Thru Left i Total
Data 10/19/05 .... .___........ ..„__. .___..___.
e" 16:00 0 23 S9 0 1 0 4 30 1 ( 0 2 67 14 2 13 12 14 ! 219
16:15 0 19 57 2 1 2 6 21 1 1 0 2, 49 22 I 2 5 17 17 218
16:30 0 26 47 5 + D 5 2b 4 1 3 1 51 11 0 13 23 22.J 277
16e45 1 22 45 j i ,J 4 13 51 0 0 57 73 0 9 14 18 ( 199
Hr Total 1 90 206 9 1 4 19 70 10 ± 3 7 224 59 ; 4 40 66 71 1 871
F
17:00 0 20 S8 1 1 6 5 13 4 1 0 1 E1 19 j 0 - 16 20 j 225
P 17:15 0 25 66 3 1 0 1 11 5 2 76 1 j 0 if 822 240
/� 17:34 1 26 52 7 1 4 2 13 $( 0 1 66 11 1 0 16 6 23 224
(' 1 1 21 59 2( 0 r 14 4 i C 2 53 9 0 24 1 2"7
/� fir Tote] 2 92 235 7 1 10 4 9'3 18 1 0 6 256 50 f 0 50 S0 89 1 93e
ealk •T04'AL• 3 182 443 16 1 24 27 123 28 . 1 13 480 109 1 4 90 116 161 i 1787
1^
1"
eft
hem,
of
F'
SUBM1TTEDINTOTHE
PUBLIC RECORD
FOR
ITEM Vi; ON 1-0 .ot
NE 14TH STREET i M BAY8iiO9E DRIVE
MIAMI, FLORIDA
COUNTED BY: JESUS AODIFFRED
TRAFFIC SURVEY SPECIALISTS. INC.
624 RARDENIA TERRACE
DELRAY BEACH, FLORIDA 33444
(561/ 272-3255 FAX (561) 272-4381
ALL VEHICLES 4 PBD6
NORTH BAYBHDRE DRIVE INT 14TH STREET
From North 4Prom Bast
Pods Right Thru Taft I Pads Right
Date 10/19/05
Site Code 00050276
Start Date = 10/19/05
File I.D. 1497/JAYSS
Page
Imam BAYSHORE DRIVE INS 14TH STREET
jFram South 2From Meet
I i d Vehic:e.
Thru Left j Pede Right Thru Left ! Pads Right Thru Left T0ta1
Peak Hour Analysis By Entire intersection for the Period: 16:00 co 18(00 on 10/19/05
Peak .tart 19 ;00 1 17:00 j 17,00
Volume 92 235 7 ! - a 53 18 I -
Percent 204 70% 24 j 104 674 234
Pk total 314 ; 79 i 312
Highest 17:15 j 17,00 j 17:15
Volume 25 66 3 1 5 13 4 I - 2
Hi. total 94 j 22 89
PRP .89 j .90 j .88
2
14TU STREET
50
53 195
92
89
89
50
NORTH EAYSHORE DRIVE
92
50 189
50
50
0
0
235
' 92j 235
334
384
687
6 256 50
24 824 16%
76 11
89
256
8
353
• ALL VEHICLES & PEDS
Intersection Total
914
18
235
50
303
615
{
142
17,00
50 50 89
26% 264 4I4
189
17:45
11 18 24
53
.89
10
10
8
79 53
312
53
18
18
63
NE 14TH STREET
7
50
6
501 2561• 6
501 256
NORTH EAYSHORE DRIVE
0
0
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM :_iv ON 114 t-oe.
Aro rIA
1111111111111111111190.1111111110*
womriosiimasommarmeNgammiallaramo
Oa' / ?zoos
prAudff 13r 0Z-iat,. Co calez
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM,',1 ON lPof.os.
11 2S11 ST161T i 1 BMYSBO11 DRIVE
NIAE, ILOUDI
POINTED BY: CBRIS PRIMA
JALI2ID
TRA?FIC SUM SPICILLISTS, INC.
624 Al1DUUTA 811AC1
DILLY BIACB, FLORIDA 33444
(561) 272-3255 ?AI (561) 272-4381
ILL VIIICLIS
Site Code : O0050276
Start Date: 10/19/05
File I.D.: 158 BAYS
Page : 1
1 BITSRORI D11V1
Pros forth
light Thru 0Turn Left
Date 10/19/05
16:00 36 36 1 22
16:15 37 57 0 28
16:30 65 44 0 33
11 15TR STIIIT
Pros last
I BATSBOII DRIVE
Prow South
Right Thru DTurn Left Right Thru DTurn
111 15TB STRIP
•!Prot West
Lett j Right Thru OTurn Left
Total
18 40 0 16
30 45 0 8
33 31 0 9
Br Total 175 167 1 113
17:00 55 39 1 29
17:15 44 41 0 28
17:30 28 45 0 36
17:45 26 }7 0 26
Br Total 153 172 1 119
101 147 0 40
33
34
44
25
136
41
30
43
23
137
0
0
0
8
5
6
0 3
0 I2
11 53 0 23 20 40 0 37
19 44 0 15 24 40 0 16
14 56 1 15 19 27 1 25
11 57 11_, 20 44 0 25
55 210 1 64 83 151 1 103
353
363
373
1412
9 61 0 19 17 36 0 14 36I
22 64 0 20 22 45 0 32 387
30 59 0 13 13 49 0 32 398
22 55 0 12 20 61 0 41 . 36i
83 239 0 64 72 191 0 119 1508
'TOTAL, 328 339
232 I 237 284
0 62 ( 138 449 1 128 Z 155 342 1 222 j 2923
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM TYi ON I!•olos.
II 15TH STREE? & I BAYSHOHE DRIT1
NIANI, PLOIIDA
"4QIRB0 Bt; CHRIS PEBAL?A
DIALIEID
TlAPP3C SORVIT SPECIALISTS, IIC,
624 6AIDEIIA TERRACE
DELRAT INCH, !LOHIDA 33444
{561) 272-3255 PAI (561) 272-4381
ALL VEHICLES
/ BA]SH011t DRIVE
Prom lorth
Right Thru OTnrn Left
Date 10/19/05
Site Code : 00050276
Start Date: 10/19/05
Pile 3.0.: 155 317S
Page : 2
II 15T1 STREET
Pros East
light Thru DTurn Left
I BATSBORB DRIVE
Prom South
Right Thru OTurn Left
II 15TH STREET
Pros Nest
Right Thru nun Left Total
Peak Hour Analysis By lntire Intersection far the Period: 16:00 to
Peak start 17:00 17:00
Volume 153 172 1 119 13i 137
Percent 341 399 0t 279 461 469
Pk total 445 295
Rigbent 17:00 17:30
Volume 55 39 1 29 44
Hi total 124 93
PIP .90 .79
0 •
0
!'"` NE 15TH STREET
ea-
e-
r
eb-
64
137 354
153
119
119
191
18:00 on 10/19/05
17:00
0 22 83 239 0
09 71 229 621 01
386
17:15
43 0 6 22 14 0
106
.91
N RAYSHORE DRIVE
153i 1721 • 120
153) 1721 120
-- 445
36
191 382
72
72
0
0
939
119
239
136
494
• ALL VEHICLES
Intersection Total
1,508
652
68
64
171
20
17:00
72 191 0 119
199 501 0t 318
382
17:45
20 61 0 41
122
,78
0
0
136
136
295 137
386
22)• 641 239
172
72
266 641 239
N EAYSHO
DRIVE
137
22
22
120
394 191
83
NE 15TH STREET
0
0
L:DINTOTH
INTOt
_SIC RECORD FOF
anew
t Lwast
-45C-immvilW""wronomaim
-
01-itzg.005
tlrxtati Q,T.si'l.ei 6w•rzak=
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM tt411; ON i/-41-04
TRAFFIC SURVEY SPIICIALISS, INC,
P NE 14TH STRESS 6. HERALD PLAZA 624 OARDIBTA TERRACE
MIAMI, PL0RIDA DELRAY BRACiH, FLORIDA 33444
COUNTED BY: BAMANTBA PALOMINO 1561/ 272-3255 FAX (561) 212-4381
SIGNALIZED
ALL VEHICLES 1 PEWS
f HERALD PLAZA - i neatAISS PLAZA
Prof Borth ;Prom East 'Prom South
INE 14TH STREET
)Prom West
Sits Code : 00050216
Start Date 10/19/05
Pile 1.0. 14ST ERA
Page
1 Vehicle
Pede Right Thru Left ( Pede Right Thru Left ; Pads Right Thru Left ! Pads Right Thru Lett Total
Date 10/19/05 -
I6:00 8 - 4 0 1 1 0 0 0 0 1 3 0 5 11 1 2 6 0 8 15
16.15 9 6 4 0 1 0 0 0 0 1 4 0 2 7 J 0 7 0 8 1 34
16:30 15 5 5 1 1 0 0 0 0 f 3 0 2 17 2 11 C 7 48
4^ 16:45 20 7 1 0 1 0 0 0, 0 f 1 0 ) 12 ,
Sr Total 52 22 10 2 1 0 0 0 0 ; 16 0 12 47 1 6 31 ,. 31 15S
17;00 25 4 6 0 0 0 0 0! 5 0 9 18
(s 17 :15 11 3 4 c ; 0 0 0 0! 2 0 3 17 ; G
A 11:10 10 2 3 1 a 0 0 0 j 4 0 11 18 '; 3
F' 17:45 1 6 2 0 1 0 0 o c 1 Q 0 1a 12 1 0
Hr Total 50 25 15 i 1 0 0 0 0 1 11 0 32 6S ? 5
•TOTAL.• 102 37 25 3 0 0 0 0 j 27
I^
5 0 11 52
6 0 40
7 0 4 1 46
10 0 10 ?
29
32
5
196
44 112 1.1 59 0 61 I 343
SUBMITTEDINTOTHE
PUBLIC RECORD FOR
ITEM' ONii.'oo6s.
NE 14TH STREET i HERALD PLAZA
MIAM1, FLU.ILIA
COUNTED BY: SAMANTHA PALOMINO
SIGNALIZED
TRAFFIC SURVEY SPECIALISTS, LaC,
624 GARDENIA TERRACE
DELAY BEACH., FLORIDA 11444
(561; 272.1255 PAX (561`( 272-4181
ALL VEHICLES i PEDS
Site Code 00050276
Start Dote: 10/19/05
Pile T.D. ; 14975lSRA
Page 2
HERALD PLAZA 1------------- IHERALD PLAZA OHS 14TH STREET
From North )Prom East I Frew South 'From Neat
1 , Vehicle
Pads Right Thru Left 1 Pods Right Thru Left I Peds Right Thru Lett 1 Pads Right Thru Lett Tata.l
Date 10/19/05
Peak Hour Analysis By Entire Intersection for the Period._ 16:00 to 18:00 on 10/19/05
Peak start 16:30 I 16:30 i 16:30 I 16:20
Volume - 19 16 1 - 0 0 0 1 0 16 64 ( 29 0 13
Percent - 514 444 34 I - 04 04 04 1 04 304 804 474 04 531
Pk total 16 ( 0 #, 80 62 .
Highest 16:30 16v00 I 17:00 ( 16:10
Volume - 5 5 I - 0 0 0 1 0 8 18 ! 11 0 7€
Hi total 11 1 0 ( 26 18
PHI, .82 1 .0 I .77 1 .86
HERALD PLAZA
71 19{ 16! 1
71 19! 16! 1
14TH STREET
64
0 83
19
33
33
0
! 36
85
0 62
29
29
1
6
6
145
33
16
0
49
• ALL VEHICLEES & PEDS
Intersection Total
178
0
16
29
45
125
64
64
HERALD PLAZA
80
0
0
0
0
0 0
0
0
1
1
0
0
16(- 0 16
16! 4 16
UBM TIED INTO THE
PUBLIC RECORD FOR
ITEM d;r ONii-a..,.
asollpmor
piri�w/fly: 'Io/Pb eFortioaca.
Ir.'lt- Si soil; le co,
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEMr; ON Il-of-ok
TRAFFIC SURVEY SPECIALISTS, SEC,
Ns isTN STREET A HERALD PLAZA 624 GARDENIA TERRACE Site Cbde : 00050276
MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date, 10/19/0S
eN COUNTED HYo 8US11N MA1I3W4 (561) 272.3255 PAX (561/ 272-4381 File I.D. : 158TRE8A
SI0NALIZED Page : 1
ALL VEHICLES A PEDS
C NE 151E STREET 1 HERIU D PIAZP. 1 NE 15TH STREET [
From £M.t Pram South !From Neat
F i j 1 Vehicle Other
e....- Palo They Lett f Pada Right Lett } Pods Right Thsv 1 Total Total
Date 10/19/05 ._.._..,..._........_. ._-
i^
16(00 0 70 4 1 1 8 6 1 0 1 69 I 158 1
r 16:15 2 81 2 1 0 4 6 j 0 5 62 ` 180 2
/►, 16:30 2 75 3 1 4 5 7 1 1 10 45 1 165 7
I 16(45 0 48 1 1 1 5 4 I 6 70 t 142 2
Mx Total 4 274 10 I 6 22 23 1 2 22 294 ) 645 12
S
17,00 1 68 1 1 2 1.1 11 { 2 7 66 ` 164 1
17:15 2 72 1 I 3 6 7 1 0 4 68 3.78 5
17,30 0 72 0 t 3 5 12 1 4 3 111 - 203 7
17(45 7 Al 2 i 7 10 7 9 2 a Pa ' 174 16
Ht Total 10 255 4 , 15 32 37 1 8 17 374 _ 719 33
'T7T8.L' 14 529 14 21 54 60 ' 10 39 668 1)64 45
rik
SUBMITTED INTO THE
PUBLIC RECORD FOR
es. ITEM NI; ON II•oq-o�.
r'`
HE 15TE STREET 4 HERALD PLAZA
NIAi47, FLORIDA
ft91.3litEn EY : 8USAN KAL()W8
' SIGNALIZED
TRAFFIC SURVEY SPECIALISTS, INC.
624 GARDENIA TTNRACE
DELRAY RRACK, FLORIDA 33444
(561) 272-3255 FAX (541! 272-4381.
VEHICLES 4 PHDS
NE 15TH STREET !HERALD PLAZA 1NE 15TH STREET 1
From East ;From South (From Meat. 1
j 1 Vehicle Other
Pecs Thru Left j Pads Right Left 1 Peds Right Thru` Total Total
Date 10/19/05 -• .. -..
ORN Peak Hour Analysis By Entlre Intersection for the Period: 16:00 to 18:00 or, 10/19/05
Peak start 17100 j 17:00 1 17:00
Volume 255 4 - 32 37 1 - 17 374
Percent 98* 24 1 464t 544 1 - 44 95t
Pk total 259 1 69 i 391
Highest 17:15 1 17:00 I 17:30
ORN Values 72 1 j 11 11 j '3 111 1
Hi. total 73 { 22 1 114
PHP .69 1 ,76 I .86
es-
P
i.STN STREET
P^ 37
255 292
0.4
683
0
1^ 0
374
e.
eft-
374 391
17
17
8
ALL VEHICLES & PEDS
Intersection Total
719
90
4 37
0
17
21 37
HERALD PLAZA
665
69
Site Code 00050275
Start Date: 10/19/05
File S.U. 15STH3IRA
Page ; 2
10
10
4
4
0
406 374
32
NE 15TH STREET
32
32
15
15
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM 7:Z1 ON IFo9•o6
triN
es-
ekk
-
e-
e-
e-
Vis`
04"h? 2005
Prior Oy.Jr1 60r1=o ca.
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM,,i'ON lI-ot•o‘.
/^
ATEC
t Advanced Transportation
r^ Engineering Consultants
r^
Appendix B
Trip Generation of Committed Projects
e
r
SUBMITT ED INTO THE
PUBL1CRECORDFOR
1650 Biscayne Boulevard
PM Peak Hour Trip Generation Analysis (TAZ# 506)
Land Use
Units
ITE
Land Use
PM Peak Hour Trips
Code IN OUT TOTAL
% Trips % Trips Trips
High Rise Condominium
General Office
Health/Fitness Club
Quality Restaurant
Specialty Retail
824
49020
26600
13620
13500
Internalization
232
710
492
931
814
62 183 38 112
17 9 83 46
51 55 49 53
67 68 33 34
44 24 56 30
296
55
108
102
54
Health/Fitness Club
15.0%
-8
Quality Restaurant
15.0 %
-5
Specialty Retail
10.0%
-3
GROSS VEHICLE TRIPS
Vehicle Occupancy Adjustment
Transit Trip Reduction
Pedestrian/Bicycle Trip Generation
NET EXTERNAL VEHICLE TRIPS
16.0%
14.9%
10.0%
340
-31
-29
-19
261
259 598
-25
-24
-16
194 455
Opera Tower (1744 N. Bayshore Drive)
PM Peak Hour Trip Generation Analysis (TAZ# 505)
PM Peak Hour Trips
ITE
Land Use Units IN OUT TOTAL
Land Use Code
% Trips % Trips Trips
High Rise Condominium
Specialty Retail
635 232 62 143 38 88 231
18112 814 44 29 56 36 65
Internalization
Specialty Retail 10.0% -4
GROSS VEHICLE TRIPS 172 121 293
Vehicle Occupancy Adjustment 16.0%. -19 -12
Transit Trip Reduction 14.9% -18 -11
Pedestrian/Bicycle Trip Generation 10.0% -12 -7
NET EXTERNAL VEHICLE TRIPS 124 91 215
.4 C C
h
Er-
.bk:sm rn
0c)®
0 z
--Zu. \ C.®o
e 73 rn
l)))))T)))))-))")))))) ))) ))))) )))))) ))
Hotel De L' Opera (1783-95 NE 4th Avenue & 407 NE
PM Peak Hour Trip Generation Analysis (TAZ#
17th Terrace)
505)
Land Use Units
ITE
Land Use Code
PM Peak Hour Trips
IN OUT TOTAL
% Trips % Trips Trips
Hotel
General Office
Specialty Retail
400
7000
45000
Internalization
310 49 138 51 144 281
710 17 1 83 7 8
814 44 57 56 73 129
Specialty Retail
10.0%
-7
GROSS VEHICLE TRIPS
Vehicle Occupancy Adjustment 16.0%
Transit Trip Reduction 14.9%
Pedestrian/Bicycle Trip Generation 10.0%
NET EXTERNAL VEHICLE TRIPS
196 215 411
-22 -24
-21 -22
-14 -15
139 154 293
1800 Club (1800 N. Bayshore Drive)
PM Peak Hour Trip Generation Analysis (TAZ# 505)
PM Peak Hour Trips
ITE
Land Use Units Land Use Code IN OUT TOTAL
% Trips % Trips Trips
High Rise Condominium 469 232 62 108 38 66 175
General Office 27604 710 17 5 83 26 31
Specialty Retail 4872 814 44 15 56 19 33
Internalization
Specialty Retail
10.0% -2
GROSS VEHICLE TRIPS
128 109 237
Vehicle Occupancy Adjustment 16.0%
-18 -15
Transit Trip Reduction 14.9%
-17 -14
Pedestrian/Bicycle Trip Generation 10.0%
-11 -9
NET EXTERNAL VEHICLE TRIPS
82 71 153
Marquis (1100 Biscayne Boulevard)
PM Peak Hour Trip Generation Analysis (TAZ# 513)
PM Peak Hour Trips
ITE
Land Use Units Land Use Code IN OUT TOTAL
% Trips % Trips Trips
Hotel 48 310 49 11 51 11 22
High Rise Condominium 334 710 17 1 83 7 8
Specialty Retail 5765 814 44 16 56 20 35
Internalization
Specialty Retail 10.0% -2
GROSS VEHICLE TRIPS 28 36 63
Vehicle Occupancy Adjustment 16.0% -2 -3
Transit Trip Reduction 14.9% -2 -3
Pedestrian/Bicycle Trip Generation 10.0% -1 -2
NET EXTERNAL VEHICLE TRIPS 23 28 51
Marquis West (111 NE 11 Street)
PM Peak Hour Trip Generation Analysis (TAZ# 513)
PM Peak Hour Trips
Land Use Units ITE IN OUT TOTAL
Land Use Code % Trips % Trips Trips
High Rise Condominium 430 232 62 100 38 61 162
High Turn Over (Sit Down) Restaurant 5100 932 61 34 39 22 56
Specialty Retail 31000 814 44 42 56 54 96
Internalization
High Turn Over (Sit Down) Restaurant 15.0% -3
Specialty Retail 10.0% -5
GROSS VEHICLE TRIPS 176 128 305
Vehicle Occupancy Adjustment 16.0% -16 -10
Transit Trip Reduction 14.9% -15 -9
Pedestrian/Bicycle Trip Generation 10.0% -10 -6
NET EXTERNAL VEHICLE TRIPS 135 103 238
m c
CO co
r ' c7
4;
70
so n
Z � Z
-i
•
O
. o
m
17I)1 )77.1 1))1)) ))))11)),1))11))))).)1 ))
The Chelsea (1550 Biscayne Boulevard)
PM Peak Hour Trip Generation Analysis (TAZ# 512)
Land Use Units ITE IN OUT TOTAL
Land Use Code % Trips % Trips Trips
PM Peak Hour Trips
Luxury Condominium/Townhouse 384 233 63 173 37 101 274
General Office 79988 710 17 15 83 74 90
Specialty Retail 11848 814 44 94 56 120 213
Internalization
Specialty Retail
10.0% -12
GROSS VEHICLE TRIPS
282 283 565
Vehicle Occupancy Adjustment 16.0% -30 -28
Transit Trip Reduction 14.9% -28 -14
Pedestrian/Bicycle Trip Generation 10.0% -19 -18
NET EXTERNAL VEHICLE TRIPS 205 224 429
C C
m
W w
rr
mm
c)
zoz
- -I
0o
T�
• o=
.; m
1 1) 1') 1 1 1) )) l) ) 1 1 1 1 1 ) 1 1) ) 1))
Marina Blue (824 Biscayne Boulevard)
PM Peak Hour Trip Generation Analysis (TAZ# 517)
Land Use
Units
ITE PM Peak Hour Trips
Land Use Code IN OUT TOTAL
% Trips % Trips Trips
High Rise Condominium
General Office
Specialty Retail
516
10700
29300
Internalization
232
710
814
62 118 38 73
17 2 83 10
44 40 56 51
191
12
92
Specialty Retail
10.0%
-5
GROSS VEHICLE TRIPS
Vehicle Occupancy Adjustment
Transit Trip Reduction
Pedestrian/Bicycle Trip Generation
NET EXTERNAL VEHICLE TRIPS
16.0%
14.9%
10.0%
161 129 290
-19 -13
-18 -12
-12 -8
112 95 207
m c
CO CO
r31c5
m
O zi
m
z C7
O73
a 0 =
TJ m
900 Biscayne Boulevard
PM Peak Hour Trip Generation Analysis (TAZ# 517)
PM Peak Hour Trips
ITE
Land Use Units Land Use Code IN OUT TOTAL
% Trips % Trips Trips
High Rise Condominium 516 232 62 118 38 73 191
General Office 69204 710 17 13 83 64 78
Specialty Retail 14375 814 44 9 56 31 41
Internalization
Specialty Retail 10.0% -3
GROSS VEHICLE TRIPS 141 165 306
Vehicle Occupancy Adjustment 16.0% -21 -22
Transit Trip Reduction 14.9% -20 -20
Pedestrian/Bicycle Trip Generation 10.0% -13 -14
NET EXTERNAL VEHICLE TRIPS 87 109 196
C C
CO CO
rife/ C)
'Zit mM
o n
ZOz
CD
co
X r=
))))) ))))))))) )))))")))))))))))))))))))
Portico (1837 NE 4th Avenue)
PM Peak Hour Trip Generation Analysis (TAZ# 505)
Land Use
Units
ITE
Land Use Code
High Rise Condominium
Specialty Retail
Existing Apartments
516
14375
20
Internalization
232
814
220
PM Peak Hour Trips
IN OUT TOTAL
% Trips % Trips Trips
62 118 38 73
44 9 56 31
65 -19 35 -10
191
41
-29
Specialty Retail
10.0 %
-3
GROSS VEHICLE TRIPS
Vehicle Occupancy Adjustment
Transit Trip Reduction
Pedestrian/Bicycle Trip Generation
NET EXTERNAL VEHICLE TRIPS
16.0%
14.9%
10.0%
109 91 200
-19 -12
-18 -11
-12 -7
61 61 122
m73 C/3
C C
- W(33
.� xi
m
Q rn
n
Z ®
!:44:
o ® _
M
r
es-
e- MEC
p^ Advanced Transportation
Engineering Consultants
r
Appendix C
Signal Timing
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM ON .
eik
0 2361 N BAYSHORE & NE 13 ST TIMING FOR DAY # 4 (SECTION 161) PAGE 4
TIME PT OFF SW F Y WW F G Y S Y M CYC
MIN: 8 10 19 2
0 5 0 8 10 9 7 19 2 4 6 S4NIGHT 2/
530 4 21 20 10 4 7 19 18 4 7 82AVG 0/3
700 1 21 24 10 4 7 19 12 4 80AM PEAK
900 4 21 20 10 4 7 19 18 4 7 82AVG 0/3
1100 2 23 24 10 4 7 19 12 4 80MID-DAY
1400 4 21 20 10 4 7 19 18 4 7 82AVG 0/3
"^ 1600 3 24 20 10 4 7 19 16 4 80PM PEAK
1900 4 21 20 10 4 7 19 18 4 7 82AVG 0/3
2200 6 21 20 10 4 7 19 18 4 7 82AVG 0/3
ENTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT)
eN
e.
emh
2362 US 1 6 NE 13 ST TIMING FOR DAY # 4 (SECTION 3)
TIME PT OFF NSG G Y R WP Y R NIY S Y M CYC
e^ MIN: 45 12 7
0 11 40 49 1 4 1 20 4 1 7 3 90EARLY NI
r'` 15 21 40 49 1 4 1 20 4 1 7 3 6 90NITE M2
115 23 0 45 1 4 1 12 4 1 7 3 6 78LATE NIG
500 19 0 50 1 4 1 12 4 1 7 3 6 83DAWN M2
545 1 40 49 1 4 1 20 4 1 7 3 90AVG M2 0
615 2 46 49 1 4 1 20 4 1 7 3 90PRE AM M
745 12 62 49 1 4 1 20 4 1 7 3 90AM PEAK
ew
845 16 53 70 1 4 1 19 4 1 7 3 110MID MORN
1200 17 12 70 1 4 1 19 4 1 7 3 110NOON M2
1345 10 12 70 1 4 1 19 4 1 7 3 110AFT M1 0
4I* 1545 9 107 75 1 4 1 19 4 1 7 3 115PRE PM P
1630 18 107 75 1 4 1 19 4 1 7 3 115PM PEAK
"� 1800 3 34 49 1 4 1 20 4 1 7 3 90POST PM
1900 1 40 49 1 4 1 20 4 1 7 3 90AVG M2 0
erk
2130 11 40 49 1 4 1 20 4 1 7 3 90EARLY NI
ENTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT)
PAGE 4
2366 N BAYSHORE 6 NE 14 ST TIMING FOR DAY # 4 (SECTION 161) PAGE 4
TIME PT OFF NSW F Y R EWW F G Y R NSL Y S Y M CYC
IA MIN: 14 9 11 1 5
6 80NIGHT 2/
0 5 0 29 9 4 1 7 11 1 9 1 10 3
530 4 20 29 9 4 1 7 11 11 4 1 10 3 7 90AVG 0/3
700 1 20 29 9 4 1 7 11 11 4 1 10 3 7 90AM PEAK
900 n 20 29 9 n 1 7 11 11 n 1 �n o 7 90AVG 0/3
7 90MID-DAY
ele: 1100 2 21 29 9 4 1 7 11 11 4 1 10 3
1400 4 29 9 4 1 7 11 11 4 1 10 3 7 90AVG 0/3
1600 3 2320 29 9 4 1 7 11 11 4 1 10 3 7 90PM PEAK
1900 4 20 29 9 4 1 7 11 11 4 1 10 3 7 90AVG 0/3
2200 6 20 29 9 4 1 7 11 1 4 1 10 3 6 80AVG 0/3
ENTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT)
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM]oNfl.,Df•or..
2367 US 1 & NE 14 ST TIMING FOR DAY # 4 (SECTION 3) PAGE 4
TIME PT OFF NSW F Y R EWW F G Y S Y M CYC
MIN: 14 6 12 1
0 11 30 55 6 4 1 7 12 1 4 90EARLY NI
15 21 30 55 6 4 1 7 12 1 4 90NITE M2
115 23 0 24 6 4 1 7 12 1 4 7 59LATE NIG
500 19 0 24 6 4 1 7 12 1 4 7 59DAWN M2
545 1 30 55 6 4 1 7 12 1 4 90AVG M2 0
615 2 27 50 6 4 1 7 12 6 4 90PRE AM M
745 12 36 55 6 4 1 7 12 1 4 90AM PEAK
845 16 5 75 6 4 1 7 12 1 4 110MID MORN
1200 17 6 75 6 4 1 7 12 1 4 110NOON M2
1345 10 6 75 6 4 1 7 12 1 4 110AFT M1 0
1545 9 7 80 6 4 1 7 12 1 4 115PRE PM P
1630 18 7 80 6 4 1 7 12 1 4 115PM PEAK
1800 3 28 55 6 4 1 7 12 1 4 90POST PM
1900 1 30 55 6 4 1 7 12 1 4 90AVG M2 0
2130 11 30 55 6 4 1 7 12 1 4 90EARLY NI
ENTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT)
2380 N BAYSHORE & NE 15 ST TIMING FOR DAY # 4 (SECTION 161) PAGE 4
TIME PT OFF NSW F Y R EWL Y EWW F G Y R NSL Y S Y M CYC
MIN: 8 11 5 17 1 5
0 5 0 10 11 4 1 0 0 7 17 1 4 2 0 0 6 7 57NIGHT 2/
530 4 0 14 11 4 1 8 3 7 17 1 4 2 10 3 7 85AVG 0/3
700 1 0 12 11 4 1 7 3 7 17 1 4 2 8 3 80AM PEAK
900 4 0 14 11 4 1 8 3 7 17 1 4 2 10 3 7 85AVG 0/3
1100 2 13 11 11 4 1 7 3 7 17 1 4 2 9 3 80MID-DAY
1400 4 0 14 11 4 1 8 3 7 17 1 4 2 10 3 7 85AVG 0/3
1600 3 17 12 11 4 1 6 3 7 17 1 4 2 9 3 80PM PEAK
1900 4 0 14 11 4 1 8 3 7 17 1 4 2 10 3 7 85AVG 0/3
2200 6 0 14 11 4 1 8 3 7 17 1 4 2 10 3 7 85AVG 0/3
ENTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT)
2381 US 1 & NE 15 ST TIMING FOR DAY # 4 (SECTION 3) PAGE 4
TIME PT OFF NSW F Y R WL Y EWW F G Y R NSL Y S Y M CYC
MIN: 7 6 5 11 1 5
0 11 7 45 6 4 1 7 3 7 11 1 4 1 0 0 4 90EARLY NI
15 21 0 22 6 4 1 5 3 7 11 1 4 1 0 0 4 7 65NITE M2
115 23 0 22 6 4 1 5 3 7 11 1 4 1 0 0 4 7 65LATE NIG
500 19 3 47 6 4 1 5 3 7 11 1 4 1 0 0 4 8 90DAWN M2
545 1 36 45 6 4 1 7 3 7 11 1 4 1 0 0 4 8 90AVG M2 0
615 2 35 45 6 4 1 12 3 7 6 1 4 1 0 0 4 8 90PRE AM M
745 12 42 45 6 4 1 15 3 7 3 1 4 1 0 0 4 8 90AM PEAK
845 16 18 62 6 4 1 15 3 7 6 1 4 1 0 0 4 8 110MID MORN
1200 17 6 65 6 4 1 12 3 7 6 1 4 1 0 0 4 8 110NOON M2
1345 10 6 65 6 4 1 12 3 7 6 1 4 1 0 0 4 8 110AFT M1 0
1545 9 2 65 6 4 1 12 3 7 11 1 4 1 0 0 4 8 115PRE PM P
1630 18 7 65 6 4 1 12 3 7 11 1 4 1 0 0 4 8 115PM PEAK
1800 3 7 45 6 4 1 12 3 7 6 1 4 1 0 0 4 8 90POST PM
1900 1 36 45 6 4 1 7 3 7 11 1 4 1 0 0 4 8 90AVG M2 0
2130 11 7 45 6 4 1 7 3 7 11 1 4 1 0 0 4 90EARLY NI
ENTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT)
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM :a i ON tI•o9-1*.
Advanced Transportation
r Engineering Consultants
esN
Appendix D
Existing Level of Service
,o‘ (Signalized Intersections)
r
SUBMITTED INTO THE
PUBLIC RECORD FOR
�
ONITEM ,� �►�/1-of$.
e-
HCM Signalized Intersection Capacity Analysis
3: NE 15 Street & Biscayne Boulevard 6/17/2006
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 11 11 11 11 11 11 11 11 11 11 11 11
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 0.99 1.00 0.94 1.00 0.97 1.00 0.99
Flpb, ped/bikes 0.99 0.98 1.00 0.97 1.00 1.00 1.00
Frt 0.98 1.00 0.92 1.00 0.98 1.00 0.99
Flt Protected 0.99 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1484 1449 1356 1441 2795 1481 2909
Fit Permitted 0.92 0.44 1.00 0.24 1.00 0.08 1.00
Satd. Flow (perm) 1370 670 1356 365 2795 120 2909
Volume (vph) 22 95 15 209 109 110 46 1253 249 110 849 47
Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 24 103 16 227 118 120 50 1362 271 120 923 51
RTOR Reduction (vph) 0 4 0 0 32 0 0 15 0 0 3 0
Lane Group Flow (vph) 0 139 0 227 206 0 50 1618 0 120 971 0
Confl. Peds. (#/hr) 50 50 50 50 50 50 50 50
Turn Type Perm pm+pt Perm Perm
Protected Phases 4 3 8 2 6
Permitted Phases 4 8 2 6
Actuated Green, G (s) 19.0 34.0 34.0 71.0 71.0 71.0 71.0
Effective Green, g (s) 20.0 35.0 35.0 72.0 72.0 72.0 72.0
Actuated g/C Ratio 0.17 0.30 0.30 0.63 0.63 0.63 0.63
Clearance Time (s) 5.0 3.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 238 278 413 229 1750 75 1821
e' v/s Ratio Prot c0.08 0.15 0.58 0.33
r, v/s Ratio Perm 0.10 c0.17 0.14 c1.00
v/c Ratio 0.58 0.82 0.50 0.22 0.92 1.60 0.53
o" Uniform Delay, d1 43.7 36.6 32.8 9.3 19.1 21.5 12.1
{, Progression Factor 1.00 1.00 1.00 0.72 1.05 1.00 1.00
Incremental Delay, d2 10.1 22.6 4.3 0.7 3.9 323.4 1.1
f'• Delay (s) 53.7 59.2 37.1 7.4 23.9 344.9 13.2
Level of Service D E D A C F B
Approach Delay (s) 53.7 47.9 23.4 49.6
I" Approach LOS D D C D
Intersection Summary 111
HCM Average Control Delay 36.5 HCM Level of Sz,:vice D
HCM Volume to Capacity ratio 1.34
t- Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 136.5% ICU Level of Service H
e` Analysis Period (min) 15
e" c Critical Lane Group SUBMITTED INTO
THE
0.. r PUBLIC RECORD FOR
.... 1-TEM ON
Existing PM Peak Hour with Total Trips 6/15/2006 Baseline _ cynrhrn A Rbport
.` ATEC Page 1
HCM Signalized Intersection Capacity Analysis
13: NE 14 Street & Biscayne Boulevard 6/17/2006
Movement EBL EBT EBR WBL WET WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
r" Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 11 11 11 11 11 11 11 11 11 11 11 11
,06` Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
/" Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 0.97 1.00 0.96 1.00 0.99 1.00 0.99
r' Flpb, ped/bikes 0.92 1.00 0.92 1.00 0.97 1.00 1.00 1.00
er, Frt 1.00 0.96 1.00 0.95 1.00 0.99 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
+r'" Satd. Flow (prot) 1367 1439 1358 1435 1443 2902 1481 2934
to, Flt Permitted 0.53 1.00 0.59 1.00 0.22 1.00 0.05 1.00
Satd. Flow (perm) 764 1439 840 1435 338 2902 75 2934
Volume (vph) 33 77 32 121 90 40 82 1798 150 30 1014 29
Peak -hour facior, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 36 84 35 132 98 43 89 1954 163 33 1102 32
e- RTOR Reduction (vph) 0 13 0 0 14 0 0 5 0 0 2 0
Lane Group Flow (vph) 36 106 0 132 127 0 89 2112 0 33 1132 0
Confl. Peds. (#/hr) 50 50 50 50 50 50 50 50
,f"' Turn Type Perm Perm Perm Perm
Protected Phases 4 8 2 6
r Permitted Phases 4 8 2 6
ri* Actuated Green, G (s) 19.0 19.0 19.0 19.0 86.0 86.0 86.0 86.0
Effective Green, g (s) 20.0 20.0 20.0 20.0 87.0 87.0 87.0 87.0
r Actuated g/C Ratio 0.17 0.17 0.17 0.17 0.76 0.76 0.76 0.76
,i.. Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 133 250 146 250 256 2195 57 2220
`' v/s Ratio Prot 0.07 0.09 c0.73 0.39
r" v/s Ratio Perm 0.05 c0.16 0.26 0.44
v/c Ratio 0.27 0.42 0.90 0.51 0.35 0.96 0.58 0.51
Uniform Delay, d1 41.2 42.4 46.6 43.0 4.6 12.5 6.1 5.6
00. Progression Factor 1.00 1.00 1.00 1.00 0.23 0.33 1.16 0.68
Incremental Delay, d2 4.9 5.2 52.5 7.2 1.5 6.3 30.4 0.7
P" Delay (s) 46.1 47.5 99.0 50.2 2.6 10.4 37.4 4.5
Level of Service D D F D A B D A
Approach Delay (s) 47.2 73.8 10.0 5.4
Approach LOS D E B A
r. Intersection Sure �mary
HCM Average Contro' Dele\; 14.7 HCM Level of Service B
HCM Volume to Capacity ratio 0.95
P"+ Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 112.9% ICU Level of Service H
f` Analysis Period (min) 15
r. c Critical Lane Group 0 U B M I TT E D INTO THE
r
,..., PUBLIC RECORD FOR
,... ITEM 7:,,, CAN 1"41"r" Existing PM Peak Hour with Total Trips 6/15/2006 Baseline -SynchrQ6,F report
r" ATEC Page 2
f•
HCM Signalized Intersection Capacity Analysis
16: NE 15 Street & N Bayshore Drive
6/17/2006
Movement EBL EBT
Lane Configurations
Ideal Flow (vphpl) 1900 1900
Lane Width 11 11
Total Lost time (s) 4.0 4.0
Lane Util. Factor 1.00 1.00
Frpb, ped/bikes 1.00 0.98
Flpb, ped/bikes 0.97 1.00
Frt 1.00 0.96
Flt Protected 0.95 1.00
Satd. Flow (prof) 1430 1460
Flt Permitted 0.62 1.00
Satd. Flow (perm) 940 1460
Volume (vph) 141 227
Peak -hour factor, PHF 0.92 0.92
Adj. Flow (vph) 153 247
RTOR Reduction (vph) 0 17
Lane Group Flow (vph) 153 323
Confl. Peds. (#/hr) 50
Turn Type pm+pt
Protected Phases 7 4
Permitted Phases 4
Actuated Green, G (s) 31.0 25.0
Effective Green, g (s) 32.0 27.0
Actuated g/C Ratio 0.40 0.34
Clearance Time (s) 3.0 6.0
Lane Grp Cap (vph) 407 493
v/s Ratio Prot c0.02 c0.22
v/s Ratio Perm 0.13
v/c Ratio 0.38 0.65
Uniform Delay, d 1 16.3 22.5
Progression Factor 1.00 1.00
Incremental Delay, d2 2.6 6.6
Delay (s) 18.9 29.2
Level of Service B C
Approach Delay (s) 26.0
Approach LOS C
In•c''section Si,mmary
4-
EBR WBL WBT WBR SBL SBR
1900 1900
12 11
4.0
1.00
1.00
0.99
1.00
0.95
1463
0.38
592
86 22
0.92 0.92
93 24
0 0
0 24
50 50
pm+pt
3
8
31.0
32.0
0.40
3.0
291
0.01
0.03
0.08
15.1
1.00
0.6
15.6
B
1900
11
4.0
1.00
1.00
1.00
1.00
1.00
1559
1.00
1559
149
0.92
162
0
162
1900
11
1.00
0.91
1.00
0.85
1.00
1212
1.00
1212
136
0.92
148
98
50
50
1900
11
4.0
1.00
1.00
0.98
1.00
0.95
1457
0.36
552
120
0.92
130
0
130
50
1900
11
4.0
0.88
1.00
1.00
0.85
1.00
2333
1.00
2333
172
0.92
187
127
242
50
Perm pm+pt
8 1 6
8 6
25.0 25.0 32.0 23.0
27.0 27.0 32.0 24.0
0.34 0.34 0.40 0.30
6.0 6.0 3.0 5.0
526 409 311 700
0.10 c0.04 0.10
0.04 0.13
0.31 0.12 0.42 0.35
19.6 18.3 16.0 21.9
1.00 1.00 1.00 1.00
1.5 0.6 4.1 1.3
21.1 18.9 20.1 23.2
C BCC
19.7 22.4
B C
SBR2 NEL2 NEL NER
1900 1900 1900 1900
12 11 11 12
4.0 4.0
1.00 0.97
1.00 0.97
0.97 1.00
1.00 0.97
0.95 0.96
1440 2758
0.44 0.96
674 2758
167 70 386 83
0.92 0.92 0.92 0.92
182 76 420 90
0 0 23 0
0 76 487 0
50 50 50 50
pm+pt
5 2
2
32.0
32.0
0.40
3.0
346
0.02
0.07
0.22
15.3
1.00
1.5
16.7
B
23.0
24.0
0.30
5.0
827
c0.18
0.59
23.8
1.00
3.1
26.9
C
25.6
C
HCM Average Control Delay.
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
23.8
0.58
80.0
74.5%
15
Existing PM Peak Hour with Total Trips 6/15/2006 Baseline
ATEC
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
C
16.0
D
LtITTED itO THE
PUBLIC RECORD FOR
!TEC:in ON "f.oc ,o^
Page 3
HCM Signalized Intersection Capacity Analysis
18: NE 14 Street & N Bayshore Drive
6/17/2006
f
t P 1 4/
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 12 11 11 12 11 12 11 11 12 11 11 11
total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Fit Protected
Satd. Flow (prot)
Fit Permitted
Satd. Flow (perm)
4.0
1.00
1.00
0.95
1.00
0.97
1428
0.74
1096
4.0
1.00
0.91
1.00
0.85
1.00
1200
1.00
1200
4.0
0.95
0.99
0.99
0.98
0.99
2791
0.87
2471
4.0
1.00
1.00
0.97
1.00
0.95
1442
0.54
818
4.0
0.95
1.00
1.00
1.00
1.00
2956
1.00
2956
4.0
1.00
1.00
0.96
1.00
0.95
1426
0.62
926
4.0
1.00
1.00
1.00
1.00
1.00
1559
1.00
1559
4.0
1.00
0.91
1.00
0.85
1.00
1200
1.00
1200
Volume (vph)
Peak -hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vpi)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d 1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
126 55 71 20 48 10 49
0.92 0.92 0.92 0.92 0.92 0.92 0.92
137 60 77 22 52 11 53
0 0 51 0 7 0 0
0 197 26 0 78 0 53
50 50 50 50 50
Perm Perm Perm pm+pt
4 8 5
4 4 8 2
29.0 29.0 29.0 48.0
30.0 30.0 30.0 48.0
0.33 0.33 0.33 0.53
5.0 5.0 5.0 3.0
365 400 824 499
c0.01
c0.18 0.02 0.03 0.05
0.54 0.06 0.09 0.11
24.4 20.4 20.6 10.3
1.00 1.00 1.00 1.00
5.6 0.3 0.2 0.4
30.0 20.7 20.9 10.7
C C C B
27.4 20.9
C C
197
0.92
214
1
215
2
38.0
39.0
0.43
5.0
1281
0.07
0.17
15.6
1.00
0.3
15.9
B
14.9
B
2
0.92
2
0
0
50
7 230 143
0.92 0.92 0.92
8 250 155
0 0 88
8 250 67
50 50
pm+pt Perm
1 6
6 6
48.0 38.0 38.0
48.0 39.0 39.0
0.53 0.43 0.43
3.0 5.0 5.0
544 676 520
0.00 c0.16
0.01 0.06
0.01 0.37 0.13
9.9 17.2 15.3
1.00 1.00 1.00
0.0 1.6 0.5
9.9 18.8 15.8
A B B
17.5
B
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
19.7
0.40
90.0
64.2%
15
HCM Level of Service B
Sum of lost time (s) 12.0
ICU Level of Service C
Existing PM Peak Hour with Total Trips 6/15/2006 Baseline
ATEC
RED INTO THE
PUBLIC RECORD FOR
ITEM ON I101.Ob
act u-e-Report
Page 4
HCM Signalized Intersection Capacity Analysis
20: NE 13 Street & Biscayne Boulevard
6/17/2006
Movement EBL EBT EBR
Lane Configurations
Ideal Flow (v spite l) 1900 1900 1900
Lane Width 10 10 10
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Volume (vph) 0 0 0
Peak -hour factor, PHF 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0
RTOR Reduction (vph) 0 0 0
Lane Group Flow (vph) 0 0 0
Confl. Peds. (#/hr) 50 50
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Rzjtio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s) 0.0
Approach LOS A
Intersection Summary
WBL WBT WBR NBL NBT NBR SBL
+if
1900 1900 1900 1900 1900 1900 1900
10 10 10 11 11 11 11
4.0 4.0 4.0 4.0 4.0
0.91 0.91 1.00 1.00 0.95
1.00 1.00 0.88 1.00 1.00
0.89 0.95 1.00 1.00 1.00
1.00 1.00 0.85 1.00 1.00
0.95 0.98 1.00 0.95 1.00
1161 2553 1129 1481 2963
0.95 0.98 1.00 0.18 1.00
1161 2553 1129 281 2963
350 221 139 193 1891 0 0
0.992 0.92 0.92 0.92 0.92 0.92 0.92
380 240 151 210 2055 0 0
0 0 19 0 0
190 430 132 210 2055
50 50 50
Perm Perm pm+pt
8 5 2
8 8 2
19.0 19.0 19.0 86.0 86.0
20.0 20.0 20.0 87.0 87.0
0.17 0.17 0.17 0.76 0.76
5.0 5.0 5.0 3.0 5.0
202 444 196 275 2242
0.04 c0.69
0.16 0.17 0.12 0.54
0.94 0.97 0.67 0.76 0.92
46.9 47.2 44.4 8.0 11.1
1.00 1.00 1.00 1.00 1.00
49.5 35.5 17.0 18.1 7.4
96.4 82.7 61.4 26.0 18.5
F F ECB
81.9 19.2
F B
0 0
0 0
50 50
1 4'
SBT SBR
j
1900 1900
11 10
4.0 4.0
0.95 1.00
1.00 0.88
1.00 1.00
1.00 0.85
1.00 1.00
2963 1129
1.00 1.00
2963 1129
1086 78
0.92 0.92
1180 85
0 21
1180 64
50
Perm
6
6
76.0 76.0
77.0 77.0
0.67 0.67
5.0 5.0
1984 756
0.40
0.06
0.59 0.08
10.4 6.7
0.92 1.26
1.1 0.2
10.7 8.6
B A
10.6
B
HCM Average Concrc Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
27.9
0.93
115.0
101.8%
15
HCM Level of Service C
Sum of lost time (s)
ICU Level of Service
Existing PM Peak Hour with Total Trips 6/15/2006 Baseline
ATEC
8.0
G
SUBMh ED INTO THE
PUBLIC RECORD FOR
ITEM 'S'.-ON_Ik10 c
r
r
rk
irk
rk
1"~
r
v/c Ratio
{r"
HCM Signalized Intersection Capacity Analysis
22: NE 13 Street & N Bayshore Drive 6/17/2006
C k- 4\ t P\ 1 4/
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 12 12 12 12 11 11 12 12 12 12 11 11
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 0.91 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.91 1.00 0.91
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85
Flt Protected
1.00 1.00 1.00 1.00
Satd. Flow (prot) 4248 1212 1559 1212
Flt Permitted 1.00 1.00 1.00 1.00
Satd. Flow (perm) 4248 1212 1559 1212
Volume (vph) 0 0 0 7 564 248 0 0 0 0 197 146
Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 8 613 270 0 0 0 0 214 159
RTOR Reduction (vph) 0 0 0 0 1 128 0 0 0 0 0 99
Lane Group Flow (vph) 0 0 0 0 620 142 0 0 0 0 214 60
Confl. Peds. (#/hr) 50 50 50 50 50 50 50 50
Turn Type Perm Perm Perm
Protected Phases 6 4
Permitted Phases 6 6 4
Actuated Green, G (s) 42.0 42.0 30.0 30.0
Effective Green, g (s) 42.0 42.0 30.0 30.0
Actuated g/C Ratio 0.52 0.52 0.38 0.38
Clearance Time (s) 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 2230 636 585 455
v/s Ratio Prot c0.14
v/s Ratio Perm 0.15 0.12 0.05
0.28 0.22 0.37 0.13
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service;
Approach Delay (s)
Approach LOS
0.0
A
10.6 10.2
1.00 1.00
0.3 0.8
10.9 11.0
B B
10.9
B
0.0
A
18.1 16.4
1.00 1.00
1.8 0.6
19.9 17.0
B B
18.7
B
Intersection Summary
HCM Average Control Delay
'r HCM Volume to Capacity ratio
�•" Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
r
r
ATEC
r
13.2
0.31
80.0
45.0%
15
HCM Level of SE vice B
Sum of lost time (s) 8.0
'"�0'trED VTO THE
PUBLIC RECORD FOR
ITEM w+ ON q-of-nc.
Existing PM Peak Hour with Total Trips 6/15/2006 Baseline Synchro 6 Report
Page 6
r`
ATEC
advanced Transportation
Engineering Consultants
e-
e
Appendix E
Future of Service
e
(Signalized Intersections)
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEMZef ON II—o1-0.
HCM Signalized Intersection Capacity Analysis
3: NE 15 Street & Biscayne Boulevard 6/17/2006
*
r"
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
ILane Configurations
r+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 11 11 11 11 11 11 11 11 11 11 11 11
" Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0
r, Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 0.99 1.00 0.92 1.00 0.96 1.00 0.99
P" Flpb, ped/bikes 0.99 0.98 1.00 1.00 1.00 1.00 1.00
r Frt 0.98 1.00 0.90 1.00 0.97 1.00 0.99
Flt Protected 0.99 0.95 1.00 0.95 1.00 0.95 1.00
e"" Satd. Flow (prot) 1490 1459 1283 1 481 2772 1481 2921
Flt Permitted 0.68 0.38 1.00 0.12 1.00 0.06 1.00
Satd. Flow (perm) 1017 577 1283 193 2772 87 2921
sii` Volume (vph) 24 117 20 480 133 304 147 1880 440 263 1233 52
Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
r~ Adj. Flow (vph) 26 127 22 522 145 330 160 2043 478 286 1340 57
" RTOR Reduction (vph) 0 4 0 0 7 0 0 18 0 0 3 0
Lane Group Flow (vph) 0 171 0 522 468 0 160 2503 0 286 1394 0
r~ Confl. Peds. (#/hr) 50 50 50 50 50 50 50 50
r• Turn Type Perm pm+pt Perm Perm
Protected Phases 4 3 8 2 6
t"." Permitted Phases 4 8 2 6
r, Actuated Green, G (s) 19.0 34.0 34.0 71.0 71.0 71.0 71.0
Effective Green, g (s) 20.0 35.0 35.0 72.0 72.0 72.0 72.0
e' Actuated g/C Ralio 0.17 0.30 0.30 0.63 0.63 0.63 0.63
r, Clearance Time (s) 5.0 3.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (p h) 177 260 390 121 1736 54 1829
✓ v/s Ratio Prot c0.19 0.36 0.90 0.48
r, v/s Ratio Perm 0.17 c0.42 0.83 c3.30
v/c Ratio 0.97 2.01 1.20 1.32 1.44 5.30 0.76
r'' Uniform Delay, d1 47.2 39.6 40.0 21.5 21.5 21.5 15.4
Progression Factor 1.00 1.00 1.00 1.01 1.02 1.00 1.00
Incremental Delay, d2 59.1 466.9 112.3 150.3 199.2 1973.6 3.1
ii^ Delay (s) 106.3 506.4 152.3 172.1 221.1 1995.1 18.4
Level of Service F F F F F F B
'r Approach Delay (s) 106.3 337.7 218.2 354.3
Approach LOS F F F F
Intersection Summary
277.6 HCM Level of Service F
r• HCM Volume to Capacity ratio 4.17
r. Actuated Cycici Length (s) 115.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 192.9% ICU Level of Service H
r' Analysis Period (min) 15 _r,c Critical Lane Group`� LIM ITTED INTO T H E
r. PUBLIC RECORD FOR
�`
�' 1TEM,, ON III - bl'ak
2010 PM Peak Hour with Total Trips 6/15/2006 Baseline ------ Syrr.hrn R Report
r. ATEC Page 1
T
r-
HCM Average Control Delay
HCM Signalized Intersection Capacity Analysis
13: NE 14 Street & Biscayne Boulevard 6/17/2006
Movement EBL
Lane Configurations
Ideal Flow (vphpl) 1900
Lane Width 11
Total Lest tirrse (s) 4.0
Lane Util. Factor 1.00
Frpb, ped/bikes 1.00
Flpb, ped/bikes 0.96
Frt 1.00
Flt Protected 0.95
Satd. Flow (prot) 1429
Flt Permitted 0.20
Satd. Flow (perm) 301
Volume (vph) 71
Peak -hour factor, PHF 0.92
Adj. Flow (vph) 77
RTOR Reduction (vph) 0
Lane Group Flow (vph) 77
Confl. Peds. (#/hr) 50
Turn Type Perm
Protected Phases
Permitted Phases 4
Actuated Green, G (s) 19.0
Effective Green, g (s) 20.0
Actuated g/C Ratio 0.17
Clearance Time (s) 5.0
Lane Grp Cap (vph) 52
v/s Ratio Prot
v/s Ratio Perm 0.26
v/c Ratio 1.48
Uniform Delay, d1 47.5
Progression Factor 1.00
Incremental Delay, d2 294.6
Delay (s) 342.1
Level of Service F
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
4-
4\
EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
li Ti
1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
11 11 11 11 11 11 11 11 11 11 11
4.0 4.0 4.0 4.0 4.0 4.0 4.0
1.00 1.00 1.00 1.00 0.95 1.00 0.95
0.98 1.00 0.98 1.00 0.98 1.00 1.00
1.00 0.96 1.00 1.00 1.00 1.00 1.00
0.98 1.00 0.97 1.00 0.98 1.00 1.00
1.00 0.95 1.00 0.95 1.00 0.95 1.00
1506 1424 1484 1481 2833 1481 2942
1.00 0.20 1.00 0.10 1.00 0.05 1.00
1506 300 1481 155 2833 72 2942
237 35 304 234 52 91 2457 487 98 1553 32
0.92 0.92 0.t'2 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
258 38 330 254 57 99 2671 529 107 1688 35
5 0 0 6 0 0 14 0 0 1 0
291 0 330 305 0 99 3186 0 107 1722 0
50 50 50 50 50 50 50
Perm Perm Perm
4
19.0
20.0
0.17
5.0
262
0.19
1.11
47.5
1.00
88.6
136.1
F
178.7
F
278.6
2.78
115.0
138.8%
15
8
19.0
20.0
0.17
5.0
52
8
19.0
20.0
0.17
5.0
258
0.21
c1.10
6.35 1.18
47.5 47.5
1.00 1.00
2446.2 114.7
2493.7 162.2
F F
1362.5
F
2 6
2 6
86.0 86.0 86.0 86.0
87.0 87.0 87.0 87.0
0.76 0.76 0.76 0.76
5.0 5.0 5.0 5.0
117 2143 54 2226
1.12 0.59
0.64
0.85
9.5
0.20
6.9
8.9
A
1.49
14.0
0.20
219.2
222.0
F
215.6
F
c1.49
1.98
14.0
0.85
447.6
459.5
F
0.77
8.2
0.76
0.2
6.5
A
33.0
C
HCM Level of Services F
Sum of lost time (s) 8.0
ICU L ;vel of Service H
UBM1UED iiTO THE
PUBLIC RECORD FOR
JTEM1 ON I/O(•01
2010 PM Peak Hour with Total Trips 6/15/2006 Baseline Syr.- ro 6 Report
ATEC Page 2
HCM Signalized Intersection Capacity Analysis
16: NE 15 Street & N Bayshore Drive
6/17/2006
Movement
Lane Configurations
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prof)
Flt Permitted
Satd. Flow (perm)
Volume (vph)
Peak -hour fac or, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Turn Type
Protected Phase':
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d 1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
EBL EBT EBR WBL WBT WBR SBL SBR SBR2 NEL2 NEL
1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
11 11 12 11 11 11 11 11 12 11 11
4.0 4.0 1.0 4.0 4.0 4.0 4.0 4.0 4.0
1.00 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.97
1.00 0.98 1.00 1.00 0.91 1.00 1.00 1.00 0.97
0.98 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00
1.00 0.97 1.00 1.00 0.85 1.00 0.85 1.00 0.97
0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96
1452 1490 1481 1559 1212 1452 2333 1477 2747
0.48 1.00 0.15 1.00 1.00 0.39 1.00 0.17 0.96
741 1490 231 1559 1212 598 2333 259 2747
321 405 95 24 242 178 202 581 96 152 350
0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
349 440 103 26 263 193 220 632 104 165 380
0 11 0 0 0 128 0 15 0 0 27
349 532 0 26 263 65 220 721 0 165 443
50 50 50 50 50 50 50 50 50
pm+pt pm+pt Perm pm+pt pm+pt
7 4 3 8 1 6 5 2
4 8 8 6 2
31.0 25.0 31.0 25.0 25.0 32.0 23.0 32.0 23.0
32.0 27.0 32.0 27.0 27.0 32.0 24.0 32.0 24.0
0.40 0.34 0.40 0.34 0.34 0.40 0.30 0.40 0.30
3.0 6.0 3.0 6.0 6.0 3.0 5.0 3.0 5.0
341 503 171 526 409 325 700 225 824
c0.06 c0.36 0.01 0.17 0.07 c0.31 c0.07 0.16
0.35 0.05 0.05 0.20 0.22
1.02 1.06 0.15 0.50 0.16 0.68 1.03 0.73 0.54
24.1 26.5 17.0 21.1 18.6 17.5 28.0 17.7 23.4
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
54.9 56.5 1.9 3.4 0.8 10.8 42.0 19.0 2.5
79.0 83.0 18.8 24.5 19.4 28.3 70.0 36.7 25.9
E F BC BCE D C
81.4 22.1 60.4 28.7
F C E C
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
53.7
1.00
80.0
85.6%
15
NER
1900
12
83
0.92
90
0
0
50
HCM Level of Service D
Sum of lost time (s) 16.0
ICU Level of S i e
fir`itti IN ram
HE
1 i
2010 PM Peak Hour with Total Trips 6/15/2006 Baseline
ATEC
PUBLIC RECORD FOR
ITEM tP
Synchro 6 epo
Page 3
ATEC
HCM Signalized Intersection Capacity Analysis
18: NE 14 Street & N Bayshore Drive 6/17/2006
Movement
Lane Configurations
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Volume (vph)
Peak -hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Deiay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
EBL EBT EBR v`/BL WBT WBR NBL NBT NBR SBL SBT SBR
1900 1900 1900 1900 1900 1900 1900 1900
12 11 11 12 11 12 11 11
4.0 4.0 4.0 4.0 4.0
1.00 1.00 0.95 1.00 0.95
1.00 0.91 0.99 1.00 1.00
0.95 1.00 1.00 1.00 1.00
1.00 0.85 0.99 1.00 1.00
0.96 1.00 0.99 0.95 1.00
1421 1200 2867 1481 2958
0.66 1.00 0.56 0.17 1.00
977 1200 1637 266 2958
582 156 78 45 94 11 58 281
0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
633 170 85 49 102 12 63 305
0 0 47 0 7 0 0 1
0 803 38 0 156 0 63 306
50 50 50 50 50
Perm Perm Perm pm+pt
4 8 5 2
4 4 8 2
29.0 29.0 29.0 48.0 38.0
30.0 30.0 30.0 48.0 39.0
0.33 0.33 0.33 0.53 0.43
5.0 5.0 5.0 3.0 5.0
326 400 546 263 1282
c0.02 0.10
c0.82 0.03 0.10 0.10
2.46 0.10 0.29 0.24 0.24
30.0 20.7 22.1 13.6 16.1
1.00 1.00 1.00 1.00 1.00
667.6 0.5 1.3 2.1 0.4
697.6 21.1 23.4 15.7 16.6
F C C B B
632.9 23.4 16.4
F C B
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
240.8
1.44
90.0
103.8%
15
1900 1900
12 11
4.0
1.00
1.00
0.97
1.00
0.95
1440
0.55
834
2 8
0.92 0.92
2 9
0 0
0 9
50 50
pm+pt
1
6
48.0
48.0
0.53
3.0
505
0.00
0.01
0.02
9.9
1.00
0.1
9.9
A
1900 1900
11 11
4.0 4.0
1.00 1.00
1.00 0.91
1.00 1.00
1.00 0.85
1.00 1.00
1559 1200
1.00 1.00
1559 1200
579 438
0.92 0.92
629 476
0 239
629 237
50
Perm
6
6
38.0 38.0
39.0 39.0
0.43 0.43
5.0 5.0
676 520
c0.40
0.20
0.93 0.46
24.2 18.0
1.00 1.00
21.2 2.9
45.4 20.9
D C
34.7
C
HCM Level of Service
Sum of lost time (s) 12.0
ICU Level of Service G
PUBLIC RECORD FOR
!TEM ^,r ON i[.ef o0.
2010 PM Peak Hour with Total Trips 6/15/2006 Baseline Synchro 6 Report
Page 4
HCM Signalized Intersection Capacity Analysis
20: NE 13 Street & Biscayne Boulevard
Movement EBL EBT EBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900
Lane Width 10 10 10
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Fit Permitted
Satd. Flow (perm)
Volume (vph) 0 0 0
Peak -hour factor, PHF 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0
RTOR Reduction (vph) 0 0 0
Lane Group Flow (vph) 0 0 0
Confl. Peds. (#/hr) 50 50
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Un:form Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s) 0.0
Approach LOS A
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
154.0
1.68
115.0
117.9%
15
F
*\ I P
WBL WBT WBR NBL NBT NBR SBL
411
1900 1900 1900 1900 1900 1900 1900
10 10 10 11 11 11 11
4.0 4.0 4.0 4.0 4.0
0.91 0.91 1.00 1.00 0.95
1.00 1.00 0.88 1.00 1.00
0.89 0.95 1.00 1.00 1.00
1.00 1.00 0.85 1.00 1.00
0.95 0.98 1.00 0.95 1.00
1161 2549 1129 1481 2963
0.95 0.98 1.00 0.05 1.00
1161 2549 1129 77 2963
534 323 153 213 2871 0 0
0.92 0.92 0.92 0.92 0.92 0.92 0.92
580 351 166 232 3121 0 0
0 0 2 0 0 0 0
290 641 164 232 3121 0 0
50 50 50 50 50
Perm Perm pm+pt
8 5 2
8 8 2
19.0 19.0 19.0 60.0 86.0
20.0 20.0 20.0 87.0 87.0
0.17 0.17 0.17 0.76 0.76
5.0 5.0 5.0 3.0 5.0
202 443 196 132 2242
c0.09 1.05
0.25 0.25 0.14 c1.24
1.44 1.45 0.83 1.76 1.39
47.5 47.5 45.9 35.6 14.0
1.00 1.00 1.00 1.00 1.00
222.0 213.5 32.3 370.1 179.2
269.5 261.0 78.2 405.7 193.2
F F E F F
235.6 207.9
F F
6/17/2006
SBT SBR
1900 1900
11 10
4.0 4.0
0.95 1.00
1.00 0.88
1.00 1.00
1.00 0.85
1.00 1.00
2963 1129
1.00 1.00
2963 1129
1804 86
0.92 0.92
1961 93
0 8
1961 85
50
Perm
6
6
76.0 76.0
77.0 77.0
0.67 0.67
5.0 5.0
1984 756
0.66
0.08
0.99 0.11
18.6 6.8
1.03 1.02
4.0 0.0
23.1 6.9
C A
22.4
C
HCM Level of ServiceF
Sum of lost time (s) 8.0
ICU Level of Service
v IT THE
PUBLIC RECORD FOR
ITEM ON 0?-0-00
2010 PM Peak Hour with Total Trips 6/15/2006 Baseline Synchro 6 Report
ATEC Page 5
HCM Signalized Intersection Capacity Analysis
22: NE 13 Street & N Bayshore Drive
Movement
Lane Configurations
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Volume (vph)
Peak -hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vpii)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
EBL EBT E3R WBL
1900 1900 1900 1900
12 12 12 12
0 0 0 15
0.92 0.92 0.92 0.92
0 0 0 16
0 0 0 0
0 0 0 0
50 50 50
Perm
0.0
A
4-
4\
WBT WBR NBL NBT NBR SBL
414
1900 1900 1900 1900 1900 1900
11 11 12 12 12 12
4.0 4.0
0.91 1.00
1.00 0.91
1.00 1.00
1.00 0.85
1.00 1.00
4240 1212
1.00 1.00
4240 1212
623 330 0 0 0 0
0.92 0.92 0.92 0.92 0.92 0.92
677 359 0 0 0 0
3 171 0 0 0 0
690 188 0 0 0 0
50 50 50 50
Perm
6
6
42.0
42.0
0.52
4.0
2226
0.16
0.31
10.8
1.00
0.4
11.1
B
11.4
B
6
42.0
42.0
0.52
4.0
636
0.16
0.30
10.7
1.00
1.2
11.9
B
0.0
A
6/17/2006
1
SBT SBR
1900 1900
11 11
4.0 4.0
1.00 1.00
1.00 0.91
1.00 1.00
1.00 0.85
1.00 1.00
1559 1212
1.00 1.00
1559 1212
242 486
0.92 0.92
263 528
0 98
263 431
50
Perm
4
4
30.0 30.0
30.0 30.0
0.38 0.38
4.0 4.0
585 455
0.17
c0.36
0.45 0.95
18.8 24.2
1.00 1.00
2.5 30.7
21.3 54.9
C D
43.7
D
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
25.3
0.58
80.0
65.7%
15
HCM Level of Service C
Sum of lost time (s) 8.0
ICU Level of Service C
SUBS„IT'C�J „JTO THE
PUBLIC RECORD FOR
ITEM ASf; ON itwDedr
2010 PM Peak Hour with Total Trips 6/15/2006 Baseline Synchro 6 Report
ATEC
Page 6
A'
e- /MEC
e-
e' Advanced Transportation
r' Engineering Consultants
e-
Appendix F
.- Existing Conditions Simtraffic Results
r-
e-
r°
suaMirrEo INTO THE
PUBLIC RECORD FOR
ITEM ONjq.o&.
SimTraffic Performance Report
Baseline 6/17/2006
1: NE 14 Terrace & N Bayshore Drive Performance by run number
Run Number 1 10 2 3 4 5 6 7 8 9 Avg
Total Delay (hr) 0.7 2.1 1.3 1.2 11.4 0.9 1.7 1.1 15.0 2.0 3,8
Delay /Veh (s) 2.7 7.1 4.7 4.3 46.8 3.3 5.8 3.8 61.9 6.2 13.4
3: NE 15 Street & Biscayne Boulevard Performance by run number
Run Number 1 10 2 3 4 5 6 7 8 9 Avg
Total Delay (hr)
Delay / Veh (s)
13.5 12.9 14.3 13.0 13.1 10.3 15.8 15.6 26.6 15.0 15.0
20.4 19.7 21.5 19.4 20.8 16.4 23.9 23.0 45.1 22.2 23.0
6: NE 15 Street & Herald Plaza Performance by run number
Run Number 1 10 2 3 4 5 6 7 8 9 Avg
Total Delay (hr) 0.6 4.8 0.6 0.6 0.5 127.2 0.6 0.7 0.7 0.5 13.7
Delay / Veh (s) 3.3 26.2 3.2 3.0 2.8 1092.6 3.2 3.5 3.8 2.6 74.7
9: NE 14 Terrace & Biscayne Boulevard Performance by run number
Run Number 1 10 2 3 4 5 6 7 8 9 Avg
Total Delay (hr)
Delay / Veh (s)
3.7 3.6 3.8 3.6 5.1 3.7 3.8 3.7 4.1 3.7 3.9
6.4 6.3 6.5 6.1 9.4 6.4 6.6 6.1 8.1 6.3 6.8
13: NE 14 Street & Biscayne Boulevard Performance by run number
Run Number 1 10 2 3 4 5 6 7 8 9 Avg
Total Delay (hr) 21.8 18.4 19.2 18.1 20.8 19.0 18.3 19.7 20.2 28.1 20.4
Delay / Veh (") 31.8 26.6 27.4 26.1 33.4 27.8 26.4 27.7 33.0 38.9 29.9
15: NE 14 Street & Herald Plaza Performance by run number
Run Number 1 10 2 3 4 5 6 7 8 9 Avg
Total Delay (hr) 0.1 0.2 0.1 0.1 1.5 10.5 0.1 0.1 0.1 0.1 1.3
Delay / Veh (s) 2.7 3.3 2.9 2.5 34.7 348.0 2.5 2.4 3.3 2.6 30.3
16: NE 15 Street & N Bayshore Drive Performance by run number
Run Number 1 10 2 3 4 5 6 7 8 9 Avg
Total Delay (hr) 7.4 8.3 8.9 8.4 11.5 8.8 8.5 8.7 26.2 9.5 10.6
Delay / Veh (s) 16.7 18.1 18.7 18.0 26.3 22.4 18.3 18.0 64.4 19.0 23.4
18: NE 14 Street & N Bayshore Drive Performance by run number
Run Number 1 10 2 3 4 5 6 7 8 9 Avg
Total Delay (hr) 3.6 5.0 5.0 3.3 11.8 4.1 5.2 3.7 9.6 6.1 5.7
Delay / Veh (s) 15.3 19.4 20.2 13.8 56.9 16.8 20.9 14.4 44.9 21.9 23.7
SUBMifl LJ INTO
Existing PM Peak Hour with Total Trips -PUBLIC REC() K U FOR, SimTratfic Report
DF Page1
1TEMI5T ON i I-Det. oc
SimTraffic Performance Report
Baseline
20: NE 13 Street & Biscayne Boulevard Performance by run number
6/17/2006
Run Number 1 10 2 3 4 5 6 7 8 9 Avg
Total Delay (hr) 561.6 617.7 626.5 548.7 632.7 574.1 519.4 553.7 600.2 512.1 574.7
0,.., Delay /Veh (s) 761.0 820.0 813.4 714.9 933.1 763.5 681.7 701.8 893.6 635.7 767.4
f"" 22: NE 13 Street & N Bayshore Drive Performance by run number
e-
Run Number 1 10 2 3 4 5 6 7 8 9 Avg
Total Delay (hr) 129.7 80.8 127.6 87.2 95.3 61.0 129.5 28.0 72.5 41.2 85.3
Delay / Veh (s) 590.2 317.4 507.0 366.1 462.8 231.6 532.8 99.7 317.7 147.7 346.1
e' Total Network Performance By Run
Run Number 1 10 2 3 4 5 6
Total Delay (hr) 743.8 754.8 808.7 685.4 804.8 820.8 704.1
Delay / Veh (s) 6-10.9 637.3 675.6 568.8 735.6 731.9 592.5
Total Network Performance By Run
Run Number
Total Delay (hr)
Delay / Veh (s)
7 8 9 Avg
636.4 776.4 619.6 735.5
511.0 725.2 492.5 627.0
SUBMITTED INTO THE
PIELIC RECORD FOR
iTEM ON 11.0.o4
Existing PM Peak Hour with Total Trips
�.• DF
ATEC
SimTraffic Report
Page 2
fi
Arterial Level of Service
Baseline
6/17/2006
Arterial Level of Service: EB NE 15 Street
1
Cross Street
Biscayne Boulevard
N Bayshore Drive
Herald Plaza
Total
Arterial Level of Service: EB
Delay Travel
(s/veh) time (s)
57.9 63.8
39.8 53.7
3.9 8.9
101.6 126.4
NE 15 Street
Dist Arterial Run 1 Run 1 Run 10
(mi) Speed Speed Delay Speed
0.0 2 3 50.3 3
0.1 8 10 31.7 9
0.0 12 13 3.6 13
0.2 6 6 85.6 6
Cross Street
Biscayne Boulevard
Run 10
Delay
47.6
Run 2
Speed
2
Run 2
Delay
58.0
Run 3
Speed
3
Run 3
Delay
44.9
Run 4
Speed
3
Run
Delay
47.8
N Bayshore Drive
Herald Plaza
Total
32.4
3.
83.4
Arterial Level of Service: EB NE 15 Street
10
13
6
32.6
3.6
94.2
11
13
7
27.1
3.4
75.4
10
12
7
29.3
4.'.
81.4
Cross Street
Biscayne Boulevard
N Bayshore Drive
Herald Plaza
Total
Run 5
Speed
3
11
13
7
Arterial Level of Service: EB NE 15 Street
Run 5 Run 6 Run 6 Run 7 Run 7 Run cr
Delay Speed Delay Speed Delay Speed
47.5 3 48.8 3 51.7 2
25.2 13 20.6 12 22.2 3
3.4 14 2.5 12 3.7 8
76.0 7 71.9 7 77.6 3
Cross Street
Run 8 Run 9 Run 9
Delay Speed Delay
Biscayne Boulevard
N Bayshore Drive
Herald Plaza
Total
114.8
132.5
7.9
255.2
2
10
12
6
73.4
29.7
3.8
106.9
SUBMITTED INTO THE
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ITEMkON ll-no.no.
Existing PM Peak Hour with Total Trips
DF
ATEC
SimTraffic Report
Page 3
Arterial Level of Service
Baseline
6/17/2006
Arterial Level of Service: WB NE 15 Street
Delay Travel Dist Arterial Run 1 Run 1 Run 10
Cross Street (s/veh) time (s) (mi) Speed Speed DE;iay Speed
Herald Plaza 170.8 175.7 0.0 8 17 3.2 5
N Bayshore Drive 20.3 23.7 0.0 5 5 18.7 4
Biscayne Boulevard 50.9 64.3 0.1 ;' 8 45.8 7
Total 242.0 263.8 0.2 7 8 67.7 6
Arterial Level of Service: WB NE 15 Street
Run 10 Run 2 Run 2 Run 3 Run 3 Run 4 Run
Cres; Street Delay Speed Delay Speed Delay Speed Delay
Herald Plaza 49.1 18 2.7 17 2.9 20 2.0
N Bayshore Drive 24.3 5 21.1 5 20.5 5 17.6
Biscayne Boulevard 55.3 8 47.2 8 43.7 8 46.7
Total 128.7 8 71.1 8 67.1 8 66.3
Arterial Level of Service: WB NE 15 Street
Run 5 Run 5 Run 6 Run 6 Run 7 Run 7 Run
Cross Street Speed Delay Speed Delay Speed Delay Speed
Herald Plaza 0 34287.8 16 3.4 18 2.7 17
N Bayshore Drive 108 0.0 5 18.3 4 20.7 5
Biscayne Boulevard 12 28.9 6 64.3 6 59.6 7
Total 0 34316.7 7 86.1 7 83.1 8
Arterial Level of Service: WB NE 15 Street
Cross Street
Run 8 Run 9 Run 9
Delay Speed Dc:ay
Herald Plaza 2.9 20 1.8
N Bayshore Drive 17.0 5 19.6
Biscayne Boulevard 48.5 7 50.7
Total 68.4 7 72.2
:uBMfTTED INTO THE
PUBLIC RECORD FOR
Pm-
.!!.,
Existing PM Peak Hour with Total Trips
DF
ATEC
SimTraffic Report
Page 4
Queuing and Blocking Report
Baseline 6/17/2006
Intersection: 1: NE 14 Terrace & N Bayshore Drive
Movement EB EB NB NB SW SW
Directions Served L R R R L L
Maximum Queue (ft) 45 150 144 13...E 133 114
Average Queue (ft) 9 47 46 45 50 30
95th Queue (ft) 30 162 111 113 114 87
Link Distance (ft) 385 385 179 179 114 114
Upstream Blk Time (%) 2 1 1 7 1
Queuing Penalty (veh) 2 2 2 10 1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: NE 15 Street & Biscayne Boulevard
Movement EB WB WB NB NB NB SB SB SB
Directions Served LTR L TR L T TR L T TR
Maximum Queue (ft) 204 162 456 73 136 153 192 304 314
Average Queue (ft) 105 111 214 21 98 102 84 162 164
95th Queue (ft) 16°5 161 430 56 143 147 163 271 273
Link Distance (ft) 173 502 102 102 102 297 297
Upstream Blk Time (%) 4 0 0 7 9 2 0
Queuing Penalty (veh) 0 1 1 38 45 0 0
Storage Bay Dist (ft) 100 160
Storage Blk Time (%) 26 17 3 5
Queuing Penalty (veh) 56 35 14 6
Intersection: 6: NE 15 Street & Herald Plaza
Movement EB WB WB WB NB
Directions Served TR L T T LR
Maximum Queue (ft) 100 52 153 63 132
Average Queue (ft) 29 3 46 9 51
95th Queue (ft) t;1 25 143 37 184
Link Distance (ft) 78 170 170 354
Upstream Blk Time (%) 1 11 5
Queuing Penalty (veh) 4 0 2
Storage Bay Dist (ft) 65
Storage Blk Time (%) 0 14
Queuing Penalty (veh) 0 1
JOBMiTTED INTO THE
jUBLIC RECORD FOR
Pt. �
TEM t +� CAN l) -01-a6.
Existing PM Peak Hour with Total Trips SimTraffic Report
r DF Page 5
ATEC
Queuing and Blocking Report
Baseline 6/17/2006
Intersection: 9: NE 14 Terrace & Biscayne Boulevard
Movement NB NB SB SB
Directions Served T TR T T
Maximum Queue (ft) 199 281 t21 118
Average Queue (ft) 17 210 44 36
95th Queue (ft) 111 303 110 102
Link Distance (ft) 214 214 102 102
Upstream Blk Time (%) 1 11 1 1
Queuing Penalty (veh) 10 107 7 4
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 13: NE 14 Street & Biscayne Boulevard
Movement EB EB WB WB NB NB NB SB SB SB
Directions Served L TR L TR L T TR L T TR
Maximum Queue (ft) 115 180 234 232 92 475 456 107 226 226
Average Queue (ft) 36 85 124 97 26 407 407 30 107 103
95th Queue (ft) 86 157 250 197 66 595 443 78 198 192
Link Distance (ft) 157 157 277 277 366 366 214 214
Upstream Blk Time (%) 0 3 3 1 14 26 1 1
Queuing Penalty (veh) 0 0 4 1 141 269 3 3
Storage Bay Dist (ft) 160 115
Storage Blk Time (%) 0 0 0 4
Queuing Penalty (veh) 0 0 2 1
Intersection: 15: NE 14 Street & Herald Plaza
Movement EB EB NB SB
Directions Served L R LT TR
Maximum Queue (ft) 95 82 60 16
Average Queue (ft) 30 21 13 1
95th Queue (ft) 95 71 64 8
Link Distance (ft) 338 338 117 354
Upstream Blk Tirne (%) 5
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
INTO THE
JBL!C RECORD FOR
7:1-1\111.;:i7 ON iti-o9-be_.
Existing PM Peak Hour with Total Trips SimTraffic Report
DF Page 6
ATEC
Queuing and Blocking Report
Baseline
6/17/2006
Intersection: 16: NE 15 Street & N Bayshore Drive
Movement EB EB WB WB WB SB SB SB NE NE NE
Directions Served L TR L T R L R R> < L LR
Maximum Queue (ft) 133 319 55 93 72 140 153 218 105 145 140
Average Queue (ft) 51 135 12 68 13 54 65 102 25 72 68
95th Queue (ft) 122 282 42 104 53 110 132 192 76 138 138
Link Distance (ft) 502 78 78 270 270 114 114
Upstream Blk Time (%) 2 0 21 0 1 2 0 4 4
Queuing Penalty (veh) 9 0 32 0 0 0 0 14 14
Storage Bay Dist (ft) 100 96 145 170
Storage Blk Time (%) 1 14 0 21 0 2 0 4
Queuing Penalty (veh) 2 19 0 5 0 2 0 3
Intersection: 18: NE 14 Street & N Bayshore Drive
Movement EB EB WB WB NB N3 NB SB SB SB
Directions Served LT R LT TR L T TR L T R
Maximum Queue (ft) 200 134 126 96 89 131 148 92 184 82
Average Queue (ft) 86 38 32 23 26 28 46 7 81 9
95th Queue (ft) 164 104 129 84 69 83 110 51 184 45
Link Distance (ft) 277 277 338 338 360 360 179 179
Upstream Blk Time (%) 0 2 0 11 0
Queuing Penalty (veh) 0 1 0 29 0
Storage Bay Dist (ft) 65 100
Storage Blk Time (%) 1 2 16
Queuing Penalty (veh) 1 1 1
Intersection: 20: NE 13 Street & Biscayne Boulevard
Movement WB WB WB WB NB NB NB SB SB SB
Directions Served L LT T R L T T T TR
Maximum Queue (ft) 316 317 302 220 139 248 250 278 298 177
Average Queue (ft) 284 286 205 203 53 198 218 141 136 27
95th Queue (ft) 328 326 335 343 109 251 248 243 244 99
�- Link Distance (ft) 276 276 276 276 186 186 186 366 366
Upstream Blk Time (%) 65 69 10 23 0 20 77 0 0
Queuing Penalty (veh) 116 123 18 41 0 0 0 0 0
Storage Bay Dist (ft) 150
Storage Blk Time (%) 6 0
r- Queuing Penalty (veh) 5 0
.M1TTED INTO THE
;uBLlC RECORD FOR
TEM174;ON/b-of-Div.
Existing PM Peak Hour with Total Trips SimTraffic Report
DF Page 7
ATEC
Queuing and Blocking Report
Baseline
6/17/2006
Intersection: 22: NE 13 Street & N Bayshore Drive
Movement WB WB WB WB SB SB
Directions Served LT T T R T R
Maximum Queue (it) 208 207 190 181 312 361
Average Queue (ft) 148 150 123 54 87 215
95th Queue (ft) 229 231 228 144 214 426
Link Distance (ft) 159 159 159 360 360
Upstream Blk Time (%) 57 f_,1 23 1 0 18
Queuing Penalty (veh) 0 0 0 0 0 29
Storage Bay Dist (ft) 175
Storage Blk Time (%) 23 1
Queuing Penalty (veh) 58 1
Nework Summary
Network wide Queuing Penalty: 1296
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM ,rtg ON ►1_og.oG.
Existing PM Peak Hour with Total Trips
DF
ATEC
twA
SimTraffic Report
Page 8
r
AEC
Advanced Transportation
Engineering Consultants
e Appendix G
e- Future Conditions Simtraffic Resul
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEMM ,
SimTraffic Performance Report
Baseline 6/17/2006
1: NE 14 Terrace & N Bayshore Drive Performance by run number
Run Number 1 10 2 3 4 5 6 7 8 9 Avg
Total Delay (hr) 0.8 0.4 1.0 0.3 0.1 0.1 0.4 0.6 0.2 0.1 0.4
Delay /Veh (s) 13.3 7.3 22.6 4.8 2.0 1.9 7.4 10.0 2.9 1.6 7.1
3: NE 15 Street & Biscayne Boulevard Performance by run number
Run Number
Total Delay (hr)
Delay / Veh (s)
1 10 2 3 4 5 6 7 8 9 Avg
15.1 17.7 14.2 13.5 16.5 13.8 13.8 11.1 12.3 9.7 13.8
119.6 134.0 118.4 98.2 129.3 102.3 147.0 90.5 92.3 70.0 109.3
6: NE 15 Street & Herald Plaza Performance by run number
Run Number
1 10 2 3 4 5 6 7 8 9 Avg
Total Delay (hr)
Delay / Veh (s)
0.4 0.7 0.2 0.1 0.7 0.2 0.4 0.3 0.6 0.2 0.4
8.3 14.6 5.8 3.6 15.3 5.9 9.3 7.1 14.0 5.1 9.1
9: NE 14 Terrace & Biscayne Boulevard Performance by run number
Run Number 1 10 2 3 4 5 6 7 8 9 Avg
Total Delay (hr) 0.9 0.7 0.6 0.6 0.4 0.9 1.5 0.7 0.5 0.7 0.8
Delay / Veh (s) 9.3 7.0 6.0 6.1 4.4 8.7 21.4 8.0 5.5 6.8 8.0
13: NE 14 Street & Biscayne Boulevard Performance by run number
Run Number 1 10 2 3 4 5 6 7 8 9 Avg
Total Delay (hr) 10.9 9.3 8.4 9.5 8.0 7.0 10.1 11.0 9.6 9.3 9.3
Delay / Veh (s) 96.9 76.9 65.7 74.2 66.5 54.4 102.9 99.3 86.5 79.0 79.0
15: NE 14 Street & Herald Plaza Performance by run number
Run Number 1 10 2 3 4 5 6 7 8 9 Avg
Total Delay (hr) 0.1 0.1 0.0 0.1 0.0 0.0 0.1 0.0 0.1 0.0 0.1
Delay / Veh (s) 3.2 2.7 2.3 3.2 2.2 2.0 2.5 2.1 2.8 2.6 2.6
16: NE 15 Street & N Bayshore Drive Performance by run number
Run Number 1 10 2 3 4 5 6 7 8 9 Avg
Total Delay (hr) 4.4 3.5 5.9 2.5 3.5 2.1 4.5 4.4 3.3 2.3 3.6
Delay / Veh (s) 48.2 36.2 80.4 28.1 33.7 23.1 52.2 49.2 33.7 24.0 39.5
18: NE 14 Street & N Bayshore Drive Performance by run number
Run Number 1 10 2 3 4 5 6 7 8 9 Avg
Total Delay (hr) 9.1 8.2 11.8 5.8 8.3 7.5 6.2 8.9 8.0 9.2 8.3
Delay / Veh (s) 159.6 143.4 221.5 95.1 129.1 128.9 104.1 156.4 124.3 160.9 139.1
SUBMITTED INTO THE
2010 PM Peak Hour with Total Trips
DF
ATEC
rubL{C RECORD FOR
1TEM,j ONii- oil*.
SimTraffic Report
Page 1
SimTraffic Performance Report
Baseline
6/17/2006
20: NE 13 Street & Biscayne Boulevard Performance by run number
Run Number
1 10 2 3 4 5 6 7 8 9 Avg
Total Delay (hr)
Delay / Veh (s)
47.3 52.1 53.9 47.6 47.7 53.6 48.9 57.2 54.9 50.1 51.3
388.8 397.4 407.8 336.9 380.6 398.4 486.1 449.6 451.0 399.6 406.9
22: NE 13 Street & N Bayshore Drive Performance by run number
Run Number 1 10 2 3 4 5 6 7 8 .- Avg
Total Delay (hr) 2.7 2.4 6.6 0.9 6.6 2.2 3.5 0.6 2.2 4.7 3.2
Delay / Veh (s) 47.8 49.5 150.2 14.0 144.0 43.2 73.5 8.9 38.0 94.2 61.5
Total Network Performance By Run
Run Number 1 10 2 3 4 5 6
Total Delay (hr) 91.7 95.3 102.8 81.1 92.0 87.5 89.4
Delay / Veh (s) 398.5 399.4 459.2 323.8 385.6 359.4 436.3
Total Network Performance By Run
Run Number
7 8 9 Avg
Total Delay (hr)
Delay / Veh (s)
95.0 91.8 86.4 91.3
412.2 333.9 356.4 388.1
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM,,ON
2010 PM Peak Hour with Total Trips
DF
ATEC
r
SimTraffic Report
Page 2
Arterial Level of Service
Baseline
6/17/2006
Arterial Level of Service: EB NE 15 Street
Delay Travel Dist Arterial Run 1 Run 1 Run 10
r' Cross Street (s/veh) time (s) (mi) Speed Speed Delay Speed
Biscayne Boulevard 87.4 93.0 0.0 2 3 43.8
N Bayshore Drive 56.9 67.6 0.1 7 8 43.4 6
'r' Herald Plaza 3.6 8.5 0.0 13 12 4.2 13
Total 148.0 169.1 0.2 4 6 91.5 4
{"' Arterial Level of Service: EB NE 15 Street
Run 10 Run 2 Run 2 Run 3 Run 3 Run 4 Run
t` Cross Street Delay Speed Delay Speed Delay Speed Delay
Biscayne Boulevard 85.4 2 82.7 3 46.6 1 111.6
N Bayshore Drive 65.3 3 116.6 14 23.8 8 43.9
Herald Plaza 3.4 13 2.9 13 3.3 13 3.5
)P„ Total 154.1 3 202.2 8 73.7 4 159.0
P' Arterial Level of Service: EB NE 15 Street
r'` Run 5 Run 5 Run 6 Run 6 Run 7 Run 7 Run 8
Cross Street Speed Delay Speed Delay Speed Delay Speed
Biscayne Boulevard 1 123.0 1 156.7 1 139.3 3
N Bayshore Drive 14 19.5 4 90.5 5 72.5 6
Herald Plaza 14 3.0 15 2.6 13 3.5 11
Total 4 145.4 3 249.8 3 215.4 6
Arterial Level of Service: EB NE 15 Street
Run 8 Run 9 Run 9
Cross Street Delay Speed Delay
Biscayne Boulevard 37.4 2 60.3
N Bayshore Drive 54.1 10 31.4
Herald Plaza 5.4 13 3.5
Total 96.9 6 95.2
r
SUBMITTED INTO THE
e. PUBLIC RECORD FOR
ITEM ?ON 1i-o47.0c.
"~ 2010 PM Peak Hour with Total Trips
+... DF
ATEC
SimTraffic Report
Page 3
Arterial Level of Service
Baseline
6/17/2006
Arterial Level of Service: WB NE 15 Street
Delay Travel Dist Art(: rial Run 1 Run 1 Run 10
Cross Street (slveh) time (si (nni) Speed Speed Delay Speed
Herald Plaza 6.0 10.9 0.0 13 13 6.2 13
N Bayshore Drive 30.9 34.2 0.0 3 4 27.6 3
Biscayne Boulevard 387.8 400.0 0.1 4 4 480.8
Total 424.7 445.1 0.2 4 4 514.6 5
Arterial Level of Service: WB NE 15 Street
Run 10 Run 2 Run Run 3 Run 3 Run 4 Run
Cross Street Delay Speed Delay Speed Delay Speed Delay
Herald Plaza 5.9 12 6.6 18 2.9 11 7.7
N Bayshore Drive 30.3 2 51.5 4 25.1 3 37.5
Biscayne Boulevard 531.6 3 510.9 4 245.2 2 1385.7
Total 567.9 3 569.0 5 273.2 3 1430.8
Arterial Level of Service: WB NE 15 Street
Run 5 Run 5 Run 6 Run 6 Run 7 Run 7 Run 8
Cross Street S; ,ed DcYiay Speed Delay Speed Delay Speed
Herald Plaza 19 2.4 8 13.0 11 7.2 14
N Bayshore Drive 4 26.1 2 39.8 4 23.7 3
Biscayne Boulevard 5 281.5 4 276.1 4 411.3 6
Total 6 309.9 4 328.9 4 442.1 6
Arterial Level of Service: WB NE 15 Street
Cross Street
Run 8 Run 9 Run 9
Delay Speed Delay
Herald Plaza 5.1 19 2.4
N Bayshore Drive 36.3 5 20.5
Biscayne Boulevard 128.7 5 393.4
Total 170.1 5 416.2
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITErtil,7_1:1 _ON
2010 PM Peak Hour with Total Trips
�• DF
ATEC
SimTraffic Report
Page 4
Queuing and Blocking Report
Baseline
6/17/2006
Intersection: 1: NE 14 Terrace & N Bayshore Drive
Movement EB EB NB NB SW SW
Directions Served L R R R L L
Maximum Queue (ft) 19 49 28 46 137 127
Average Queue (ft) 5 28 8 18 67 58
95th Queue (ft) 21 64 32 55 170 158
Link Distance (ft) 385 385 179 179 114 114
Upstream Blk Time (%) 5 16
Queuing Penalty (veh) 17 56
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: NE 15 Street & Biscayne Boulevard
Movement EB WB WB NB NB NB SB SB SB
Directions Served LTR L TR L T TR L T TR
Maximum Queue (it) 162 131 532 70 114 120 199 320 320
Average Queue (ft) 126 127 447 45 85 85 171 308 300
95th Queue (ft) 212 135 577 89 131 143 240 339 356
Link Distance (ft) 173 502 102 102 102 297 297
Upstream Blk Time (%) 13 9 4 5 4 35 20
Queuing Penalty (veh) 0 46 33 40 33 0 0
Storage Bay Dist (ft) 100 160
Storage Blk Time (%) 68 19 41 26
Queuing Penalty (veh) 297 94 254 69
Intersection: 6: NE 15 Street & Herald Plaza
Movement EB WB WB WB NB
t"° Directions Served TR L T T LR
Maximum Queue (ft) 81 37 106 36 123
Average Queue (ft) 33 18 49 11 73
P 95th Queue (ft) 90 49 117 40 154
t., Link Distance (ft) 78 170 170 354
Upstream Blk Time (%) 2 1
oo" Queuing Penalty (veh) 11 0
Storage Bay Dist (ft) 65
Storage Blk Time (%) 0 7
+r" Queuing Penalty (veh) 0 3
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEMw.';o` ON II- oy.oc.
2010 PM Peak Hour with Total Trips SimTraffic Report
eft DF Page 5
ATEC
Queuing and Blocking Report
Baseline
6/17/2006
Intersection: 9: NE 14 Terrace & Biscayne Boulevard
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
NB
T
33
9
72
214
NB
TR
211
122
265
214
5
67
SB
LT
130
102
164
102
20
171
SB
T
143
97
190
102
6
56
Intersection: 13: NE 14 Street & Biscayne Boulevard
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
EB
L
106
65
159
157
5
0
EB
TR
177
167
190
157
83
0
WB
L
299
290
304
277
73
216
WB
TR
250
183
324
277
2
7
Intersection: 15: NE 14 Street & Herald Plaza
NB
L
40
23
55
160
NB
T
458
414
566
366
16
245
NB
TR
431
402
444
366
36
549
SB
L
143
102
177
SB
T
228
166
289
214
12
102
115
34 9
262 9
SB
TR
235
176
289
214
6
46
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
EB
L
51
32
61
338
EB
R
42
25
52
338
NB
LT
45
22
55
117
SB
TR
37
9
35
354
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM'ONjJD4.
2010 PM Peak Hour with Total Trips
DF
ATEC
SimTraffic Report
Page 6
Queuing and Blocking Report
Baseline
6/17/2006
Intersection: 16: NE 15 Street & N Bayshore Drive
Movement EB EB WB WB WB SB SB SB NE NE NE
Directions Served L TR L T R L R R> < L LR
Maximum Queue (ft) 122 397 44 94 68 156 270 267 55 62 58
Average Queue (ft) 89 225 14 87 28 99 203 210 29 27 29
95th Queue (ft) 153 441 48 103 83 186 317 301 71 74 69
Link Distance (ft) 502 78 78 270 270 114 114
Upstream Bik Time (%) 3 0 32 0 9 12 0 0
Queuing Penalty (veh) 24 0 70 1 0 0 0 0
Storage Bay Dist (ft) 100 96 145 170
Storage Blk Time (%) 8 32 0 32 2 23 0 0
Queuing Penalty (veh) 42 102 0 8 4 46 0 0
Intersection: 18: NE 14 Street & N Bayshore Drive
Movement EB EB WB WB NB NB NB SB SB SB
Directions Served LT R LT TR L T TR L T R
Maximum Queue (ft) 292 169 177 91 91 153 94 14 148 175
Average Queue (ft) 268 54 106 47 70 91 57 3 88 137
95th Queue (ft) 330 214 233 113 113 240 115 31 183 216
Link Distance (ft) 277 277 338 338 360 360 179 179
Upstream Blk Time (%) 31 1 4 29
►r' Queuing Penalty (veh) 129 4 8 57
Storage Bay Dist (ft) 65 100
ek
Storage Blk Time (%) 51 3 18
r Queuing Penalty (veh) 71 2 1
e^ Intersection: 20: NE 13 Street & Biscayne Boulevard
Movement WB WB WB WB NB NB NB SB SB SB
Directions Served L LT T R L T T T TR
'r* Maximum Queue (ft) 312 304 278 216 68 213 220 192 216 71
Average Queue (ft) 282 280 233 163 33 186 208 124 132 26
a^ 95th Queue (ft) 342 327 324 270 77 258 224 228 234 95
eft Link Distance (ft) 276 276 276 276 186 186 186 366 366
Upstream Blk Time (%) 52 56 12 2 10 84
r' Queuing Penalty (veh) 145 154 33 6 0 0
Storage Bay Dist (ft) 150
eft
Storage Blk Time (%) 7
r - Queuing Penalty (veh) 6
eft
SUBMITTED INTO I'm_
PUBLIC RECORD FOB
1TEMI,#LION11=OI.O&
eft 2010 PM Peak Hour with Total Trips
r, DF
ATEC
SimTraffic Report
Page 7
r
Queuing and Blocking Report
Baseline 6/17/2006
Intersection: 22: NE 13 Street & N Bayshore Drive
Movement WB WB WB WB SB SB
" Directions Served LT T T R T R
4" Maximum Queue (ft) 157 145 139 92 105 287
Average Queue (ft) 118 111 83 52 55 186
r' 95th Queue (ft) 202 198 177 113 121 378
Link Distance (ft) 159 159 159 360 360
Upstream Blk Time (%) 23 23 6 0 14
r"" Queuing Penalty (veh) 0 0 0 0 49
Storage Bay Dist (ft) 175
Storage Blk Time (%) 6 0
Queuing Penalty (veh) 19 1
tow
Nework Summary
Network wide Queuing Penalty: 3661
e-
SUBMITTED INTO THE
PUBLIC RECORD FOR
ITEM ":n ONjj.oq.o&.
2010 PM Peak Hour with Total Trips
DF
ATEC
SimTraffic Report
Page 8