HomeMy WebLinkAboutTRAFFIC IMPACT ANALYSISP0 Box -150006
Kissimmee. Horkhj 34745
(407) 738-1979
March 6, 2013 )
Dorri Bosworth. Planner
Community Development Department
City of Sebastian
1225 Main Street
Sebastian. Florida 12958
SUbject: Dollar General (ii, Sebastian Commolls Commercial Lot 4
9200 Sebastian Boulevard. Sebastian Florida
r,inai 'rraffic Impact Statement
Dear Ms. Bosworth
We are pleased to submit the final traffic impact statement. Our traffic en"1lecrI110 c0listiltant, worked
with Indian RiVel- C'01.111t)Oil the all the relative basis ofthe traffic study and have prepared this filial
document Ior vour reference. In brief, our traffic COIISLIltlllt has t'OUnd that this project is consistent with
the original basis ofallproval Im Sebastian Commons Commercial Subdivision.
We have enclosed tilt -cc 09 signed and sealed copies I*or ret'erence, and if we may assist Further.
1'ecl free to call us so that we assist in all\, way.
herb ireen. P.E.
Principal
'r-RAFFIC IMPACT STA, TrMEN.
T
For
DOLLAR (Y'ENERAL
at
Sebastian, Florida
Prepuredfiv
R.K.M. Development Corp.
Prepared L:v
&J' -pening, Inc. CUIpeppet ei
2980 South 25'1' Street
1-,'t. Pierce, FL 34981
L
AR
< E
February 2013
co No 38723
OF
tad
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TABLE OF CONTENTS
u
ProjectDescription....................................................................................1
LocationMap............................................................................................2
tm Study Methodology...................................................................................3
FDOTLOS Table 7..................................................................................5
ExistingConditions....................................................................................6
TripGeneration.........................................................................................7
TripDistribution.......................................................................................8
Trip Distribution Percent/Volume Map....................................................9
CapacityAnalysis...................................................................................10
Conclusion...............................................................................................13
References................................................................................................14
Appendix A (I.R.Co. PM December 2012 Links Maintenance Report)
Appendix B Pre& Post Turning Movement Summary
Appendix C (IR Co. CR 512 (510 & Roseland) Traffic Signal Timing Sheet)
Appendix D: {Pre -Development Intersection Analysis}
Appendix E: (Post Development Intersection Analysis)
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Dollar General, Sebastian — Traffic Statement
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Project Description
The proposed project, Dollar General, is located at the north west corner of Sebastian
W, Boulevard (CR 512) and Sebastian Crossings Boulevard. The project resides in the
western portion of the City of Sebastian, Florida (See Figure No. 1, Location Map). The
project consists of a self standing, 9,100 square foot, specialty retail store on a gross
60 property size of 1.38 acres. The property has a currently zoning of CG (General
Commercial District) and a Land Use of Commercial General.
,o, In developing the Scope and Methodology of this report, it was determined that the
standard Indian River County Traffic Study format would be utilized along with the
existing available traffic data. The report will be based upon a 2014 build -out condition
,z, and no growth factors will be required.
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FIGURE NO. I
—22-26-13
DOLLAR GENERAL
CULPEPPER & TERPE"NING, INC
SEBASTIAN
.. .,�,n...
)980 G3t7"1'1 125th STREET
1 JONi:: 77,2-464-3537 I=x1X 772- t64-9497 LOCATION M"
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Dollar General, Sebastian — Traffic Statement
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Study Methodology
The Indian River County Traffic Division Policy is to establish a study area of an 8 mile
radius of the project site. Given the local use nature of the proposed Dollar General
Store, and location of the City of Sebastian, a study area of a 4 mile radius was chosen for
this report. The 4 mile radius will include all major roadways within the City, as well as
the State and County roads that lead to and from the City.
The major roadways within the study area are as follows:
CR 512 ( I-95 to US Highway No. 1)
CR 510 (CR 512 to 85 h Street)
Roseland Road (North & South of CR 512)
A brief description of each roadway is provided as follows:
County Road (CR) 512
tas The portion of CR 512 located in the study area consists of a four lane divided suburban
arterial. The travel lanes are 12' in width, and left turn bays are located at most
intersecting roadways. The existing right-of-way of CR 512 within the study area varies
between 150' and 200' in width.
The CR 512 corridor is classified as a county two-way class I arterial and is under the
jurisdiction of Indian River County. CR 512 currently operates at a LOS B which is
based upon the Daily Peak Hour Volume applied to the generalized Peak Hour
Directional Level of Service maximum volumes for the Florida FDOT 2002 Quality 1
Level of Service Handbook as shown on Table 4-7 and upon the 2012 Traffic Volume
Report as established by the Indian River County Traffic Engineering Department.
'� CR 510
The portion of CR 510 located in the study area consists of a two lane undivided collector
`W roadway. The travel lanes are 12' in width, and left turn bays are located at most
intersecting roadways. The existing right-of-way of CR 512 within the study area varies
between 150' and 200' in width.
The CR 510 corridor is classified as a county two-way class I arterial and is under the
jurisdiction of Indian River County. CR 510 currently operates at a LOS B which is
based upon the Daily Peak Hour Volume applied to the generalized Peak Hour
Directional Level of Service maximum volumes for the Florida FDOT 2002 Quality t
Level of Service Handbook as shown on Table 4-7 and upon the 2012 Traffic Volume
Report as established by the Indian River County Traffic Engineering Department.
Page 3
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Dollar General, Sebastian — Traffic Statement
Roseland Road
0
The portion of Roseland Road located in the study area consists of a two-lane rural
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undivided collector roadway. The travel lanes are 12' in width, and left turn lanes are
located at most intersecting roadways. The existing right-of-way of Roseland Road
within the study area is approximately 60' in width.
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The Roseland Road corridor is classified as a local collector two-way roadway and is
under the jurisdiction of Indian River County.
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CR 512 & CR 510 Intersection
,f, The intersection of CR 512 and CR 510 is currently signalized and under the jurisdiction
of Indian River County. The existing lane geometry is as follows:
,:, North Bound: 1 Lane Thru South Bound: 1 Lane Thru/Rt/Lt (shared)
1 Lane Right
1 Lane Left
East Bound: 2 Lanes Thru
West Bound: 2 Lane Thru
1 Lane Left
I Lane Thru/Rt
1 Lane Right
2 lanes Left
CR 512 & Roseland Road Intersection
The intersection of CR 512 and Roseland Road is currently signalized and under the
jurisdiction of Indian River County. The existing lane geometry is as follows:
lea
North Bound: 1 Lane Thru/Right (shared)
South Bound: 1 Lane Thu/Right (shared)
1 Lane Left
1 Lane Left
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East Bound: 1 Lane Thru
West Bound: 2 Lanes Thru
1 Lane Thru/Rt
1 Lane Left
LV 1 Lane Left
1 Lane Right
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Generalized Peak Hour Directional Volumes for Florida's
TABLE 7
Urbanized Areas''
9/4/09
STATE SIGNALIZED ARTERIALS
FREEWAYS
Class I (>0.00 to 1.99 signalized intersections per mile)
Lanes
B
C
D
E
Lanes Median
B
C D
E 2
2,200
3,020
3,720
4,020
1 Undivided
510
820 880
*** 3
3,300
4,580
5,580
6,200
2 Divided
1,560
1,890 1,960
*** 4
4,400
6,080
7,420
8,400
3 Divided
2,400
2,860 2,940
*** 5
5,500
7,680
9,320
10,580
4 Divided
3,240
3,830 3,940
*** 6
7,560
10,220
12,080
12,780
e
Class II (2.00 to 4.50 signalized intersections per mile)
Lanes
Median
B
C
D
E
I
Undivided
**
560
810
860
2
Divides
**
1,330
1,770
1,870
�i 3
Divided
**
2,080
2,680
2,830
4
Divided
**
2,830
3,590
3,780
Class IIUIV (more than 4.50 signalized intersections per mile)
t=' Lanes
Median
B
C
D
E
1
Undivided
**
270
630
790
2
Divided
**
670
1,500
1,700
3
Divided
**
1,050
2,330
2,570
'W 4
Divided
**
1,440
3,170
3,450
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Non -State Signalized Roadway Adjustments
(Alter corresponding state volumes by the indicated percent.)
Major City/County Roadways -10%
Other Signalized Roadways - 35%
State & Non -State Signalized Roadway Adjustments
(Alter corresponding state volumes by the indicated percent.)
Divided/Undivided & Turn Lane Adjustments
Exclusive Exclusive Adjustment
Lanes Median Left Lanes Right Lanes Factors
2 Divided Yes No +5%
2 Undivided No No -20%
Multi Undivided Yes No -5%
Multi Undivided No No -25%
- - - Yes + 15%
One -Way Facility Adjustment
Multiply the corresponding volumes in this table by 1.20.
Freeway Adjustments
Auxiliary Ramp Oversaturated
Lanes Metering Conditions*
+ 1,000 + 5% -10% of E
UNINTERRUPTED FLOW HIGHWAYS
Lanes Median B C D E
I Undivided 400 800 1,140 1,440
2 Divided 1,770 2,560 3,320 3,760
3 Divided 2,660 3,840 4,980 5,650
Uninterrupted Flow Highway Adjustments
Lanes Median Exclusive left lanes Adjustment factors
2 Divided Yes +5%
Multi Undivided Yes -5%
Multi Undivided No -25%
BICYCLE MODE'
(Multiply motorized vehicle volumes shown below by number of directional
roadway lanes to determine two-way maximum service volumes.)
Paved Shoulder/ Bicycle Lane
Coverage B C D E
049% ** 170 650 >650
50-84°/a 130 200 >200 ***
85-100% 340 >340 *** ***
PEDESTRIAN MODE'
(Multiply motorized vehicle volumes shown below by number of directional
roadway lanes to determine two-way maximum service volumes.)
Sidewalk Coverage B C D E
0-49% * * * * 270 770
50-84% * * 100 600 1000
85-100% ** 610 1000 >1000
BUS MODE (Scheduled Fixed Route)'
(Buses in peak hour in peak direction)
Sidewalk Coverage B C D E
0-84% >5 >4 >3 >2
85-I00a1e >4 >3 >2 > 1
n Values shown am presented as hourly directional volumes for levels of service and are for the automobilettruck modes unless specifically stated. To con%vrt to annual average daily
+ traffic volumes, these volumes must be divided by appropriate D and K factors. This table does not constitute a standard and should be used only for general planning applications. The
computer models from which this table is derived should be used for more specific planning applications. The table and deriving computer models should not be used for corridor or
intcrsection design, where more refined techniques exist. Calculations are based on planning applications ofthe Highway Capacity Manual. Bicycle LOS Model, Pedestrian LOS Model
and Transit Capacity and Quality of Service Manual, respectively for the automobite/iruck, bicycle, pedestrian and bus modes.
r Level of seryice for the bicycle and pedestrian modes in this table is based on number of motorized vehicles,
1 not number of bicyclists or pedestrians using the facility.
r Buses per hour shcnvn are only fnr the peal: hour in the single direction ofthe higher traffic flow.
* For oversaturated conditions during peak hour, subtract 10% from the LOS E (capacity volumes). Source:
This number becomes the new maximum service volume for LOS D, and LOS E cannot be achieved.
•' Cannot be achieved using table input value defaults. Florida Department of Transportation
trot •*' Not applicable for that level of service letter grade. For the automobile mode, volumes greater Systems Planning Office
than level of service D 605 Suwannee Street, MS 19
become F because intersection capacities have been reached. For the bicycle mode, the Invi of service letter grade (including
F) is not achievable because there is no maximum vehicle volume threshold using table input value defaults. Tallahassee, FL 32399-0450
U-0
ti,t4-,v.dot.state. fl.us/plann inplsystems/sinAos/dcfault.shim
2009 FDOT QUALITY/LEVEL OF SERVICE HANDBOOK
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Dollar General, Sebastian — Traffic Statement
Existing Traffic Conditions
The Peak Season P.M. Peak Hour Directional volumes for the roadways of CR 512, CR
510 and Roseland Road obtained from the 2012 Updated Indian River County Link
Detail Report, dated December 12, 2012 as established by the Indian River County
Traffic Engineering Department.
The Level -of Service (LOS) is based upon the 2009 Florida Department of
Transportation (FDOT Quality/Level of Service Handbook, Table 7
The PM Peak Hour directional counts for all affected roadways are tabulated as follows
in Table No. 1.
Table 1
Existing 2012
Roadway Link Conditions
P.M. Peak
Direction
LOS
CR 512
Lad
10l't Ct. to CR 510
663
East
B
101s'Ct. to CR 510
678
West
B
CR 510 to Roseland Rd.
736
East
C
Ind
CR 510 to Roseland Rd.
743
West
C
Roseland Rd. to Barber St.
591
East
C
Roseland Rd. to Barber St.
698
West
C.
Barber St. East
591
East
C
Barber St. East
698
West
C
CR 510
CR 512 to 85h Street
687
North
B
CR 512 to 85h Street
471
South
B
85"' Street to 66h Ave
687
East
B
851h Street to 666' Ave
471
West
B
Roseland Road
North of CR 512
316
North
B
North of CR 512
364
South
B
South of CR 512
303
North
B
South of CR 512
371
South
B
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Page 6
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Dollar General, Sebastian — Traffic Statement
t' Trip Generation
The Trip Generation for the proposed Dollar General store is developed by utilizing the
"Institute of Transportation Engineers (ITE) Trip Generation Manual, Eight Edition"
which established the Trip Generation Rates for the proposed facility. The ITE Manual is
used to establish the Average Daily Trips (ADT) and well as the AM and PM Peak Hour
trips for the project.
LOW The ITE Code (815) Free -Standing Discount Store was determined the most appropriate
description for the project. The ADT and Peak Hour trip generation is provided in the
following tables:
1
Land Use
(ITE Code 815)
u
Table 2
ADT Volumes
Rate
57.24 Trips/1,000 SF * 9,100 SF/1,000
Table 3
A.M. Peak Hour Volumes
Volume
521 VPD
(ITE Code 815) Rate AM Volume*
„m, In Out
1.06 Trips/1,000 SF * 9,100 SF/1,000 7 vph 3 vph
Based upon a split of 68% entering and 32% exiting during the Peak Hour.
Table 4
P.M. Peak Hour Volumes
(ITE Code 815) Rate PM Volume*
,W In Out
5.00 Trips/1,000 SF * 9,100 SF/1,000 23 vph 23 vph
Based upon a split of 50% entering and 50% exiting during the Peak Hour.
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Page 7
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Dollar General, Sebastian — Traffic Statement
Trip Distribution
The Trip Distribution from the site onto the surrounding network was derived based upon
km the surrounding development as well as the existing transportation network. The site is
located on the main east -west roadway for the City of Sebastian with the majority of the
City lying east of the site. As the project is a self standing facility, it is anticipated that
Aso very little pass -by traffic will be generated and as such, the trip distribution is
conservatively developed for attraction from the more highly populated portions of the
OW City.
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A summary of the Major Trip Assignments was estimated. Both a textural and graphical
representation follows in Figure No. 2.
Table 3
Distribution
by Percent
CR 512
Project to 101St Court
10%
2 Trips
Project to CR 510
90%
21 Trips
CR 510 to Roseland Road
75%
17 Trips
Roseland Road to Barber Street
40%
9 Trips
Barber Street East
15%
3 Trips
CR 510
CR 512 to 850h Street
15%
3 Trips
85`h Street to 66th Ave
7%
2 Trips
Roseland Road
CR 512 to North
20%
5 Trips
CR 512 to South
10%
2 Trips
Barber Street
CR 512 to North
15%
3 Trips
CR 512 to South
20%
5 Trips
Based on the above trip generation, the only roadway links required for analysis will be
CR 512 from the Project to Barber Street.
Site Access
The project driveway is located on Sebastian Crossings Boulevard approximately 125
feet from the north CR 512 Right -of -Way line. The Sebastian Crossings Boulevard
intersection with CR 512 has a current median opening with an east to north bound left
turn bay that will allow for U turn movements to allow access into the side via the
existing right -in right -out driveway located approximately 360 feet from the intersection.
0
Page 8
a
,5'
0 SITE
CR-512
017.--O*l
2 (2) 21 (21)
t
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0
PM PEAK HOUR VOLUMES
x (X)
AM PM
FIGURE NO. 2
12-323 PM Peak
......... .... . .. . .. —,—, .. . . . . .. ...... ...... ..
CULPEPPER & TERPENING, INC DOLLAR GENERAL
SEBASTIAN
2911MSOU'l 5TbS'fRF.E
FORT111FR(A: ', FL(AM)A34081
1,
TRIP DISTRIBUTION/
VOLUME MAP
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Dollar General, Sebastian — Traffic Statement
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Capacity Analysis
Roadway Link Analysis:
The Trip Assignment Volumes calculated in the previous sections were added to the
existing volumes and background trips assigned to the roadway links from the 2012
Updated Indian River County Link Detailed Report (12-19-12) within the study area.
The counts were then adjusted for the peak season factor of 1.25 and grown to 2013 using
2-1/2% per year. The PM peak hour volume distribution along all affected links was then
derived as shown in Table No. 7 below.
The following is a summary of the results.
Idw
Table 7
Pre Vs. Post PM Peak Directional Volume
00
Max. Analyzed
Total in
Roadway Segment Allowable Current Year Vested
Project Use Post
New 80% LOS
wo
Rd. PDS 2013 Total
Trips Project
Availability
D
Capacity (2.5% Yr)
CR 512
101' Ct. to Project East 1,960 663 849 83
2 934
1,026
N
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101" Ct. to Project West 1,960 678 869 25
2 896
1,064
N
Project to CR 510 East 1,960 736 943 53
21 1,017
943
N
Project to CR 510 West 1,960 743 952 59
21 1,032
928
N
aw
CR 510 to Roseland Rd East 1,960 577 739 44
17 800
1,160
N
CR 510 to Roseland Rd West 1,960 635 814 50
17 881
1,159
N
Roseland Rd to Barber St East 1,960 591 757 46.12
9 812.12
1,147.88
N
�'
Roseland Rd to Barber St West 1,960 698 894 42.08
9 945.08
1,01492
N
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The results from the link analysis provided in Table 7 indicates that there will be no
roadway links that will operate at less than Level
of Service (LOS) D in the post
development condition based upon the peak season and growth rate factors.
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Roadway Intersection Analysis:
Mu The Trip Assignment Volumes calculated in the previous sections were added to the
existing turning movement volumes provided by Indian River County dated 8/11/2010
and 3/7/2012 respectively for to determine the project impact to the intersections with CR
`o 512 at both Roseland Road and CR 510. The Roseland Road counts were adjusted to
peak season using the 1.3 factor and then grown to 2013 by 2.5% per year. The adjusted
ims turning movements were analyzed utilizing the HCS 2000 software developed by
McTrans to determine the intersections Level of Service in the pre and post development
condition.
0
Page 10
Dollar General, Sebastian — Traffic Statement
The results of the prep and post development analysis indicates that the intersections will
operate at an acceptable level of service after completion of the Dollar General Store. A
summary of the individual turning movements LOS is provided in Table 8 and 9 below
and the actual model results are provided in Appendix D and E to this report.
Table 8
WA Post Development AM & PM Peak Intersection Results
CR512&CR510
LIW
tmo
tMd
ftw
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lew
Low
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Intersection Lane
North Bound Thru
North Bound Right
North Bound Left
South Bound Thru/R.t/Lt
East Bound Thru
East Bound Right
East Bound Left
West Bound Thru
West Bound Right
West Bound Left
Intersection (Delay)
Intersection Lane
North Bound Thru
North Bound Right
North Bound Left
South Bound Thru/Rt/Lt
East Bound Thru
East Bound Right
East Bound Left
West Bound Thru
West Bound Right
West Bound Left
Intersection (Delay)
AM Peak Hour Results
Pre -Development LOS
B
C
E
F
C
B
B
C
B
D
D (39.9 Seconds)
PM Peak Hour Results
Pre -Development LOS
C
C
F
F
F
A
D
E
D
E
F (91.9 Seconds)
Post Development LOS
C
C
E
F
C
B
B
D
B
D
D (41.6 Seconds)
Post Development LOS
C
C
F
F
F
A
D
E
D
E
F (93.7 Seconds)
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Page 11
Dollar General, Sebastian — Traffic Statement
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Table 9
Post Development AM & PM Peak Intersection Results
a.,
CR 512 & Roseland Road
AM Peak Hour Results
Intersection Lane
Pre -Development LOS
Post Develop_ ment LOS
North Bound Thru/Right
C
C
North Bound Left
E
F
South Bound Thru/Right
D
D
South Bound Left
B
B
East Bound Thru/Right
D
D
East Bound Left
D
D
West Bound Thru
D
D
West Bound Right
A
A
West Bound Left
D
D
Intersection (Delay)
D (43.6 Seconds)
D (44.2 Seconds)
PM Peak Hour Results
Intersection Lane
Pre -Development LOS
Post Development LOS
North Bound Thru/Right
D
D
North Bound Left
F
F
South Bound Thru/Right
F
F
South Bound Left
C
C
East Bound Thru/Right
E
F
East Bound Left
F
F
West Bound Thru
D
D
West Bound Right
A
A
West Bound Left
F
F
Intersection (Delay)
F (122.3 Seconds)
F (125.6 Seconds)
Page 12
Dollar General. Sebastian — TrAtic Statement
Conclusion
The J,(-)Iloxvill!�' SUMmarizes the results of the anaksis performed b\1 our oflice, which
reflect the anticipated impacts and roadway capacity influenced by the development of'
the Dollar 6encral Store located in Sel-ustian. Florida.
1. The tnaffic impact of the proposed Dollar General Store in Sebastian will have
minimal effects on the roadwav m-stem and will not result in as change in Level of
Service fior any roadway link or intersection within the study area. No actions for
roadway improvements 11-C SLIZ111—
OOCSICCL
Submitted lly�.
st I N,4Ltthes, 11.E.
F I m"i'd a Ike . 318723)
1) a u e 13
Dollar General, Sebastian — Traffic Statement
References
,a, 1. State of Florida Department of Transportation, Quality/Level of Service Handbook,
2009.
„W 2. Transportation Engineers, Trip Generation, Eight Edition, 2008.
3. Indian River County Traffic Engineering Department Traffic Links Detail Report,
,d May 1, 2012.
4. HCS 2000 Computer software by McTrans.
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Page 14
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APPENDIX "A"
(IRC 2012 PM Peak Link Report dated December 2012)
F
to
,M;
in,
A a I a a a I I
Links Maintenance Report
t a a B 4 I I t H a t
CDPR9055 - Links Maintenance Report
LINK # LINK DESCRIPTION
10ION S.R. AlA//S. COUNTY LINE//S. VB CITY L
1010S S.R. AlA//S. COUNTY LINE//S. VB CITY L
1020N S.R. AlA//S. VB CITY L//17TH STREET
1020S S.R. AIA//S. VB CITY L//17TH STREET
1030N S.R. AIA//17TH STREET//S.R. 60
1030S S.R. AIA//17TH STREET//S.R. 60
1040N S.R. AlA//S.R. 60//N. VB CITY L
1040S S.R. AlA//S.R. 60//N. VB CITY L
105ON S.R. AIA//N. VB CITY L//FRED TUERK RD
1050S S.R. AlA//N. VB CITY L//FRED TUERK RD
1060N S.R. AlA//FRED TUERK RD//OLD WINTER BCH RD
1060S S.R. AlA//FRED TUERK RD//OLD WINTER BCH RD
1070N S.R. AIA//OLD WINTER BCH RD//N. IRS L
1070S S.R. AlA//OLD WINTER BCH RD//N. IRS L
108ON S.R. AlA//N. IRS L//C.R. 510
1080S S.R. AlA//N. IRS L//C.R. 510
1090N S.R. AlA//C.R. 510//N. COUNTY LINE
1090S S.R. AlA//C.R. 510//N. COUNTY LINE
111ON INDIAN RIVER BD.//4TH ST @ US 1//12TH
1110S INDIAN RIVER BD.//4TH ST @ US 1//12TH
1120N INDIAN RIVER BD.//12TH STREET//S. VB CITY L
1120S INDIAN RIVER BD.//12TH STREET//S. VB CITY L
1130N INDIAN RIVER BD.//S. VB CITY L//17TH STREET
1130S INDIAN RIVER BD.//S. VB CITY L//17TH STREET
1140N INDIAN RIVER BD.//17TH STREET//21ST STREET
1140S INDIAN RIVER BD.//17TH STREET//21ST STREET
115ON INDIAN RIVER BD.//21ST STREET//S.R. 60
1150S INDIAN RIVER BD.//21ST STREET//S.R. 60
1160N INDIAN RIVER BD.//S.R. 60//NORTH VB CITY L
1160S INDIAN RIVER BD.//S.R. 60//NORTH VB CITY L
1170N INDIAN RIVER BD.//NORTH VB CITY L//US 1
1170S INDIAN RIVER BD.//NORTH VB CITY L//US 1
121ON I-95//N. COUNTY LINE//C.R. 512
1210S I-95//N. COUNTY LINE//C.R. 512'
1220N I-95//C.R. 512//S.R. 60
1220S I-95//C.R. 512//S.R. 60
1230N I-95//S.R. 60//OSLO RD
1230S I-95//S.R. 60//OSLO RD
1240N I-95//OSLO RD//S. COUNTY LINE
1240S I-95//OSLO RD//S. COUNTY LINE
1305N U.S. 1//S. COUNTY LINE//OSLO RD
CURRENT
TOTAL
CAPACITY
PD
VESTE
DEMAND
AVAILABLE
880.00
442.00
13.37
455.37
424.63
880.00
413.00
16.63
429.63
450.37
1,144.00
794.00
11.37
805.37
338.63
1,144.00
845.00
1.63
846.63
297.37
930.00
605.00
51.00
656.00
274.00
930.00
597.00
3.00
600.00
330.00
1,144.00
753.00
8.00
761.00
383.00
1,144.00
793.00
9.00
802.00
342.00
930.00
515.00
0.00
515.00
415.00
930.00
669.00
1.00
670.00
260.00
880.00
505.00
0.00
505.00
375.00
880.00
495.00
0.00
495.00
385.00
880.00
438.00
2.00
440.00
440.00
880.00
384.00
0.00
384.00
496.00
880.00
438.00
43.00
481.00
399.00
880.00
384.00
47.00
431.00
449.00
880.00
249.00
57.00
306.00
574.00
880.00
273.00
35.00
308.00
572.00
1,960.00
943.00
22.57
965.57
994.43
1,960.00
1,152.00
30.40
1,182.40
777.60
1,960.00
942.00
15.90
957.90
1,002.10
1,960.00
1,423.00
12.97
1,435.97
524.03
1,960.00
942.00
3.48
945.48
1,014.52
1,960.00
1,423.00
1.62
1,424.62
535.38
1,960.00
865.00
3.86
868.86
1,091.14
1,960.00
1,549.00
2.45
1,551.45
408.55
1,960.00
1,472.00
61.99
1,533.99
426.01
2,242.00
1,538.00
12.31
1,550.31
691.69
1,960.00
1,194.00
68.19
1,262.19
697.81
2,240.00
1,222.00
28.50
1,250.50
989.50
1,960.00
894.00
163.08
1,057.08
902.92
1,960.00
738.00
143.82
881.82
1,078.18
2,100.00
1,429.00
1.26
1,430.26
669.74
2,100.00
1,251.00
9.56
1,260.56
839.44
2,100.00
1,429.00
19.51
1,448.51
651.49
2,100.00
1,251.00
22.11
1,273.11
826.89
2,980.00
1,418.00
63.76
1,481.76
1,498.24
2,980.00
1,287.00
33.33
1,320.33
1,659.67
2,980.00
1,418.00
53.20
1,471.20
1,508.80
2,980.00
1,287.00
26.56
1,313.56
1,666.44
1,960.00
1,124.00
52.81
1,176.82
783.18
a a a a I a i
1305S U.S. 1//S. COUNTY LINE//OSLO RD
1310N U.S. 1//OSLO RD//4TH ST @ IR BLVD
1310S U.S. 1//OSLO RD//4TH ST @ IR BLVD
1315N U.S. 1//4TH ST @ IR BLVD//8TH STREET
1315S U.S. 1//4TH ST @ IR BLVD//8TH STREET
1320N U.S. 1//8TH STREET//12TH STREET
1320S U.S. 1//8TH STREET//12TH STREET
1325N U.S. 1//12TH STREET//S. VB CITY L
1325S U.S. 1//12TH STREET//S. VB CITY L
1330N U.S. 1//S. VB CITY L//17TH STREET
1330S U.S. 1//S. VB CITY L//17TH STREET
1335N U.S. 1//17TH STREET//S.R. 60
1335S U.S. 1//17TH STREET//S.R. 60
1340N U.S. 1//S.R. 60//ROYAL PALM PL
1340S U.S. 1//S.R. 60//ROYAL PALM PL
1345N U.S. 1//ROYAL PALM PL//ATLANTIC BLVD
1345S U.S. 1//ROYAL PALM PL//ATLANTIC BLVD
135ON U.S. 1//ATLANTIC BLVD//N. VB CITY L
1350S U.S. 1//ATLANTIC BLVD//N. VB CITY L
1355N U.S. 1//N. VB CITY L//OLD DIXIE HWY
1355S U.S. 1//N. VB CITY L//OLD DIXIE HWY
136ON U.S. 1//OLD DIXIE HWY//41ST STREET
1360S U.S. 1//OLD DIXIE HWY//41ST STREET
1365N U.S. 1//41ST STREET//45TH STREET
1365S U.S. 1//41ST STREET//45TH STREET
1370N U.S. 1//45TH STREET//49TH STREET
1370S U.S. 1//45TH STREET//49TH STREET
1375N U.S. 1//49TH STREET//65TH STREET
1375S U.S. 1//49TH STREET//65TH STREET
138ON U.S. 1//65TH STREET//69TH STREET
1380S U.S. 1//65TH STREET//69TH STREET
1385N U.S. 1//69TH STREET//OLD DIXIE HWY
1385S U.S. 1//69TH STREET//OLD DIXIE HWY
1390N U.S. 1//OLD DIXIE HWY//SCHUMANN DR
1390S U.S. 1//OLD DIXIE HWY//SCHUMANN DR
1395N U.S. 1//SCHUMANN DR//C.R. 512
1395S U.S. 1//SCHUMANN DR//C.R. 512
140ON U.S. 1//C.R. 512//N. SEB CITY L
1400S U.S. 1//C.R. 512//N. SEB CITY L
1405N U.S. 1//N. SEB CITY L//ROSELAND RD
1405S U.S. 1//N. SEB CITY L//ROSELAND RD
141ON U.S. 1//ROSELAND RD//N. COUNTY LINE
1410S U.S. 1//ROSELAND RD//N. COUNTY LINE
151ON SCHUMANN DR//C.R. 510 @ 66TH AVE//S. SEB
1510S SCHUMANN DR//C.R. 510 @ 66TH AVE//S. SEB
1520N SCHUMANN DR//S. SEB CITY L//U.S. 1
1520S SCHUMANN DR//S. SEB CITY L//U.S. 1
1,960.00
1,373.00
46.43
1,419.43
540.57
2,940.00
1,202.00
54.78
1,256.78
1,683.22
2,940.00
1,550.00
72.66
1,622.66
1,317.34
1,960.00
936.00
28.00
964.00
996.00
1,960.00
1,240.00
32.05
1,272.05
687.95
1,960.00
1,076.00
29.74
1,105.74
8S4.26
1,960.00
1,392.00
44.62
1,436.62
523.38
1,770.00
1,178.00
32.02
1,210.02
559.98
1,770.00
1,361.00
48.30
1,409.30
360.70
1,770.00
1,178.00
34.12
1,212.12
557.88
1,770.00
1,361.00
48.46
1,409.46
360.54
1,500.00
1,118.00
30.71
1,148.71
351.29
1,500.00
1,120.00
35.54
1,155.54
344.46
1,500.00
817.00
49.07
866.07
633.93
1,500.00
917.00
57.37
974.37
525.63
2,116.00
762.00
51.52
813.52
1,302.48
1,770.00
793.00
63.41
856.41
913.59
2,322.00
1,121.00
56.47
1,177.47
1,144.53
2,010.00
1,033.00
70.23
1,103.23
906.77
2,320.00
1,356.00
133.89
1,489.89
830.11
2,010.00
996.00
89.01
1,085.01
924.99
2,586.00
1,290.00
159.93
1,449.93
1,136.07
2,010.00
876.00
94.05
970.05
1,039.95
2,352.00
1,242.00
154.54
1,396.54
955.46
2,010.00
848.00
82.28
930.28
1,079.72
2,384.00
1,414.00
163.51
1,577.51
806.49
2,010.00
808.00
88.90
896.90
1,113.10
2,568.00
1,549.00
237.15
1,786.15
781.85
2,010.00
905.00
155.99
1,060.99
949.01
2,631.00
1,467.00
103.29
1,570.29
1,060.71
1,960.00
901.00
76.00
977.00
983.00
2,648.00
1,392.00
128.40
1,520.40
1,127.60
1,960.00
882.00
94.75
976.75
983.25
2,210.00
1,300.00
130.35
1,430.35
779.65
1,960.00
996.00
125.35
1,121.35
838.65
1,960.00
1,151.00
107.74
1,258.74
701.26
1,960.00
909.00
124.73
1,033.73
926.27
1,770.00
1,270.00
50.10
1,320.10
449.90
1,770.00
1,115.00
72.19
1,187.19
582.81
1,960.00
1,155.00
133.00
1,288.00
672.00
1,960.00
1,177.00
174.00
1,351.00
609.00
1,960.00
1,052.00
103.00
1,155.00
805.00
1,960.00
989.00
166.00
1,155.00
805.00
880.00
486.00
7.59
493.59
386.41
880.00
285.00
14.00
299.00
581.00
880.00
310.00
4.27
314.27
565.73
880.00
231.00
19.23
250.23
629.77
I a Q
a a a a a a a
1610E ROSELAND RD//C.R. 512//N. SEB CITY L
1610W ROSELAND RD//C.R. 512//N. SEB CITY L
1620E ROSELAND RD//N. SEB CITY L//U.S. 1
1620W ROSELAND RD//N. SEB CITY L//U.S. 1
1710E C.R. 512//S.R. 60//I-95
171OW C.R. 512//S.R. 60//I-95
1720E C.R. 512//I-95//C.R. 510
1720W C.R. 512//I-95//C.R. 510
1730E C.R. 512//C.R. 510//W. SEB CITY L
1730W C.R. 512//C.R. 510//W. SEB CITY L
1740E C.R. 512//W. SEB CITY L//ROSELAND RD
1740W C.R. 512//W. SEB CITY L//ROSELAND RD
1750E C.R. 512//ROSELAND RD//U.S. 1
1750W C.R. 512//ROSELAND RD//U.S. 1
1810E C.R. 510//C.R. 512//66TH AVE
1810W C.R. 510//C.R. 512//66TH AVE
1820E C.R. 510//66TH AVE//58TH AVE
1820W C.R. 510//66TH AVE//58TH AVE
1830E C.R. 510//58TH AVE//U.S. 1
1830W C.R. 510//58TH AVE//U.S. 1
1840E C.R. 510//U.S. 1//S.R. A1A
1840W C.R. 510//U.S. 1//S.R. AIA
1905E S.R. 60//W. COUNTY LINE//C.R. 512
1905W S.R. 60//W. COUNTY LINE//C.R. 512
1907E S.R. 60//C.R. 512//100TH AVE
19O7W S.R. 60//C.R. 512//100TH AVE
1910E S.R. 60//100TH AVE//I-95
1910W S.R. 60//100TH AVE//I-95
1915E S.R. 60//I-95//82ND AVE
1915W S.R. 60//1-95//82ND AVE
1920E S.R. 60//82ND AVE//66TH AVE
1920W S.R. 60//82ND AVE//66TH AVE
1925E S.R. 60//66TH AVE//58TH AVE
1925W S.R. 60//66TH AVE//58TH AVE
1930E S.R. 60//58TH AVE//43RD AVE
1930W S.R. 60//58TH AVE//43RD AVE
1935E S.R. 60//43RD AVE//27TH AVE
1935W S.R. 60//43RD AVE//27TH AVE
1940E S.R. 60//27TH AVE//20TH AVE
1940W S.R. 60//27TH AVE//20TH AVE
1945E S.R. 60//20TH AVE//OLD DIXIE HWY
1945W S.R. 60//20TH AVE//OLD DIXIE HWY
1950E S.R. 60//OLD DIXIE HWY//10TH AVE
195OW S.R. 60//OLD DIXIE HWY//10TH AVE
1955E S.R. 60//10TH AVE//U.S. 1
1955W S.R. 60//10TH AVE//U.S. 1
1960E S.R. 60//U.S. 1//INDIAN RIVER BLVD
880.00
316.00
24.00
340.00
540.00
880.00
364.00
24.00
388.00
492.00
880.00
303.00
41.00
344.00
536.00
880.00
371.00
52.00
423.00
457.00
880.00
323.00
41.90
364.90
515.10
880.00
548.00
12.00
560.00
320.00
1,960.00
663.00
83.00
746.00
1,214.00
1,960.00
678.00
25.00
703.00
1,257.00
1,960.00
736.00
53.30
789.30
1,170.70
1,960.00
743.00
59.00
802.00
1,158.00
1,960.00
577.00
44.00
621.00
1,339.00
1,960.00
635.00
50.00
685.00
1,275.00
1,960.00
591.00
46.12
637.12
1,322.88
1,960.00
698.00
42.08
740.08
1,219.92
880.00
687.00
184.61
871.61
8.39
880.00
471.00
129.97
600.97
279.03
880.00
561.00
129.21
690.21
189.79
880.00
665.00
138.27
803.27
76.73
810.00
695.00
132.73
827.73
-17.73
810.00
589.00
159.54
748.54
61.46
2,049.00
583.00
178.77
761.77
1,287.23
2,049.00
708.00
184.70
892.70
1,156.30
1,890.00
285.00
9.00
294.00
1,596.00
1,890.00
538.00
9.00
547.00
1,343.00
1,890.00
302.00
1.00
303.00
1,587.00
1,890.00
260.00
0.00
260.00
1,630.00
1,960.00
445.00
99.97
544.97
1,415.03
1,960.00
752.00
180.74
932.74
1,027.26
2,680.00
952.00
243.81
1,195.81
1,484.19
2,680.00
1,000.00
216.77
1,216.77
1,463.23
2,940.00
1,000.00
368.81
1,368.81
1,571.19
2,940.00
1,037.00
212.92
1,249.92
1,690.08
2,940.00
1,270.00
237.80
1,507.80
1,432.20
2,940.00
1,196.00
178.76
1,374.76
1,565.24
2,940.00
1,313.00
165.12
1,478.12
1,461.88
2,940.00
1,485.00
262.93
1,747.93
1,192.07
2,940.00
1,301.00
151.58
1,452.58
1,487.42
2,940.00
1,360.00
188.55
1,548.55
1,391.45
2,940.00
987.00
103.93
1,090.93
1,849.07
2,940.00
1,075.00
204.75
1,279.75
1,660.25
3,396.00
1,056.00
104.57
1,160.57
2,235.43
3,396.00
1,056.00
141.97
1,197.97
2,198.03
3,396.00
1,031.00
50.24
1,081.24
2,314.76
3,396.00
891.00
76.76
967.76
2,428.24
3,396.00
909.00
41.57
950.57
2,445.43
3,396.00
645.00
47.90
692.90
2,703.10
3,396.00
812.00
7.27
819.27
2,576.73
a a a
196OW S.R. 60//U.S. 1//INDIAN RIVER BLVD
1965E S.R. 60//INDIAN RIVER BLVD//ICWW
1965W S.R. 60//INDIAN RIVER BLVD//ICWW
1970E S.R. 60//ICWW//S.R. AIA
1970W S.R. 60//ICWW//S.R. AIA
2020E 16TH STREET//58TH AVE//43RD AVE
202OW 16TH STREET//58TH AVE//43RD AVE
2030E 16TH STREET//43RD AVE//27TH AVE
203OW 16TH STREET//43RD AVE//27TH AVE
2040E 16TH STREET//27TH AVE//20TH AVE
204OW 16TH STREET//27TH AVE//20TH AVE
2050E 16TH STREET//20TH AVE//OLD DIXIE HWY
205OW 16TH STREET//20TH AVE//OLD DIXIE HWY
2060E 16TH/17TH ST//OLD DIXIE HWY//U.S. 1
2060W 16TH/17TH ST//OLD DIXIE HWY//U.S. 1
2110E 17TH ST//U.S. 1//INDIAN RIVER BLVD
211OW 17TH ST//U.S. 1//INDIAN RIVER BLVD
2120E 17TH ST//INDIAN RIVER BLVD//S.R. A1A
212OW 17TH ST//INDIAN RIVER BLVD//S.R. AIA
2210E 12TH STREET//82ND AVENUE//58TH AVE
221OW 12TH STREET//82ND AVENUE//58TH AVE
2220E 12TH STREET//58TH AVE//43RD AVE
2220W 12TH STREET//58TH AVE//43RD AVE
2230E 12TH STREET//43RD AVE//27TH AVE
2230W 12TH STREET//43RD AVE//27TH AVE
2240E 12TH STREET//27TH AVE//20TH AVE
224OW 12TH STREET//27TH AVE//20TH AVE
2250E 12TH STREET//20TH AVE//OLD DIXIE HWY
225OW 12TH STREET//20TH AVE//OLD DIXIE HWY
2260E 12TH STREET//OLD DIXIE HWY//U.S. 1
2260W 12TH STREET//OLD DIXIE HWY//U.S. 1
2305N OLD DIXIE HWY//S. COUNTY LINE//OSLO RD
2305S OLD DIXIE HWY//S. COUNTY LINE//OSLO RD
231ON OLD DIXIE HWY//OSLO RD//4TH ST
2310S OLD DIXIE HWY//OSLO RD//4TH ST
2315N OLD DIXIE HWY//4TH ST//8TH ST
2315S OLD DIXIE HWY//4TH ST//8TH ST
2320N OLD DIXIE HWY//8TH ST//12TH ST
2320S OLD DIXIE HWY//8TH ST//12TH ST
2325N OLD DIXIE HWY//12TH ST//S. VB CITY L
2325S OLD DIXIE HWY//12TH ST//S. VB CITY L
2330N OLD DIXIE HWY//S. VB CITY L//16TH ST
2330S OLD DIXIE HWY//S. VB CITY L//16TH ST
2335N OLD DIXIE HWY//16TH ST//S.R. 60
2335S OLD DIXIE HWY//16TH ST//S.R. 60
2345N OLD DIXIE HWY//41ST ST//45TH ST
2345S OLD DIXIE HWY//41ST ST//45TH ST
3,396.00
528.00
6.00
534.00
2,862.00
1,960.00
993.00
6.08
999.08
960.92
1,960.00
1,088.00
0.23
1,088.23
871.77
1,960.00
949.00
5.01
954.01
1,005.99
1,960.00
963.00
3.00
966.00
994.00
880.00
157.00
45.80
202.80
677.20
880.00
221.00
41.70
262.70
617.31
880.00
279.00
37.04
316.04
563.96
880.00
394.00
32.44
426.44
453.56
880.00
341.00
26.62
367.62
512.38
880.00
436.00
40.89
476.89
403.11
1,290.00
417.00
17.74
434.74
855.26
1,290.00
525.00
33.60
558.60
731.40
1,770.00
694.00
35.77
729.77
1,040.23
1,770.00
644.00
31.55
675.55
1,094.45
1,770.00
417.00
24.44
441.44
1,328.56
1,770.00
661.00
17.01
678.01
1,091.99
1,960.00
790.00
15.47
805.47
1,154.53
1,960.00
936.00
6.93
942.93
1,017.07
880.00
151.00
3.00
154.00
726.00
880.00
154.00
0.00
154.00
726.00
880.00
185.00
41.93
226.93
653.07
880.00
233.00
35.82
268.82
611.18
880.00
341.00
20.75
361.75
518.25
880.00
279.00
18.61
297.61
582.39
880.00
318.00
16.71
334.71
545.29
880.00
429.00
15.93
444.93
435.07
880.00
408.00
17.30
425.30
454.70
880.00
545.00
14.37
559.37
320.63
1,770.00
393.00
12.87
405.87
1,364.13
1,770.00
669.00
14.13
683.13
1,086.87
880.00
350.00
15.46
365.46
514.54
880.00
428.00
6.46
434.46
445.54
880.00
305.00
45.87
350.87
529.13
880.00
382.00
38.29
420.29
459.71
810.00
382.00
47.00
429.00
381.00
810.00
479.00
46.00
525.00
285.00
810.00
420.00
25.00
445.00
365.00
810.00
528.00
27.00
555.00
255.00
810.00
330.00
8.71
338.71
471.29
810.00
293.00
12.53
305.53
504.47
860.00
330.00
8.71
338.71
521.29
860.00
293.00
9.53
302.53
557.47
860.00
225.00
16.15
241.15
618.85
860.00
250.00
13.96
263.96
596.04
880.00
93.00
37.70
130.70
749.30
880.00
140.00
22.79
162.79
717.21
r a I
a
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I a
i I
a
I C
i I
235ON
OLD DIXIE HWY//45TH ST//49TH ST
880.00
37.00
51.68
88.68
791.32
2350S
OLD DIXIE HWY//45TH ST//49TH ST
880.00
61.00
25.24
86.24
793.76
2355N
OLD DIXIE HWY//49TH ST//65TH ST
880.00
82.00
78.00
160.00
720.00
2355S
OLD DIXIE HWY//49TH ST//65TH ST
880.00
49.00
60.00
109.00
771.00
236ON
OLD DIXIE HWY//65TH ST//69TH ST
880.00
94.00
19.00
113.00
767.00
2360S
OLD DIXIE HWY//65TH ST//69TH ST
880.00
69.00
12.00
81.00
799.00
2365N
OLD DIXIE HWY//69TH ST//C.R. 510
880.00
75.00
19.00
94.00
786.00
2365S
OLD DIXIE HWY//69TH ST//C.R. 510
880.00
43.00
4.00
47.00
833.00
241ON
27TH AVENUE//S. COUNTY LINE//OSLO RD
1,068.00
515.00
220.61
735.61
332.39
2410S
27TH AVENUE//S. COUNTY LINE//OSLO RD
1,068.00
690.00
365.17
1,055.17
12.83
2420N
27TH AVENUE//OSLO RD//4TH ST
1,068.00
450.00
135.33
585.33
482.67
2420S
27TH AVENUE//OSLO RD//4TH ST
1,068.00
748.00
211.25
959.50
108.50
2430N
27TH AVENUE//4TH ST//8TH ST
1,032.00
447.00
85.53
532.53
499.47
2430S
27TH AVENUE//4TH ST//8TH ST
1,032.00
704.00
151.87
855.87
176.13
2440N
27TH AVENUE//8TH ST//12TH ST
1,032.00
432.00
60.74
492.74
539.26
2440S
27TH AVENUE//8TH ST//12TH ST
1,032.00
700.00
107.98
807.98
224.02
2450N
27TH AVENUE//12TH ST//S. VB CITY L
1,032.00
392.00
54.65
446.65
585.35
2450S
27TH AVENUE//12TH ST//S. VB CITY L
1,032.00
695.00
93.60
788.60
243.40
2460N
27TH AVENUE//S. VS CITY L//16TH ST
1,032.00
392.00
58.59
450.59
581.41
2460S
27TH AVENUE//S. VB CITY L//16TH ST
1,032.00
695.00
91.49
786.49
245.51
2470N
27TH AVENUE//16TH ST//S.R. 60
1,032.00
383.00
43.74
426.74
605.26
2470S
27TH AVENUE//16TH ST//S.R. 60
1,032.00
652.00
53.45
705.45
326.55
248ON
27TH AVENUE//S.R. 60//ATLANTIC BLVD
810.00
222.00
14.45
236.45
573.55
2480S
27TH AVENUE//S.R. 60//ATLANTIC BLVD
810.00
368.00
25.15
393.15
416.85
251ON
27TH AVENUE//ATLANTIC BLVD//AVIATION BLVD
810.00
340.00
2.00
342.00
468.00
2510S
27TH AVENUE//ATLANTIC BLVD//AVIATION BLVD
810.00
408.00
4.00
412.00
398.00
2530E
OSLO RD//82ND AVE//58TH AVE
880.00
265.00
40.84
305.84
574.16
2530W
OSLO RD//82ND AVE//58TH AVE
880.00
182.00
44.13
226.13
653.87
2540E
OSLO RD//58TH AVE//43RD AVE
1,960.00
544.00
148.03
692.03
1,267.97
254OW
OSLO RD//58TH AVE//43RD AVE
1,960.00
525.00
47.19
572.19
1,387.81
2550E
OSLO RD//43RD AVE//27TH AVE
1,960.00
644.00
129.91
774.19
1,185.81
255OW
OSLO RD//43RD AVE//27TH AVE
1,960.00
725.00
95.13
820.63
1,139.37
2560E
OSLO RD//27TH AVE//20TH AVE
1,960.00
457.00
77.98
534.98
1,425.02
256OW
OSLO RD//27TH AVE//20TH'AVE
1,960.00
541.00
52.62
593.62
1,366.38
2570E
OSLO RD//20TH AVE//OLD DIXIE HWY
1,960.00
539.00
122.71
661.71
1,298.29
257OW
OSLO RD//20TH AVE//OLD DIXIE HWY
1,960.00
704.00
110.62
814.62
1,145.38
2580E
OSLO RD//OLD DIXIE HWY//U.S. 1
1,960.00
526.00
67.13
593.13
1,366.87
258OW
OSLO RD//OLD DIXIE HWY//U.S. 1
1,960.00
697.00
72.82
769.82
1,190.18
2610E
6TH AVENUE//17TH ST//S. VB CITY L
880.00
294.00
5.00
299.00
581.00
261ON
6TH AVENUE//17TH STREET//S. VB CITY L
880.00
302.00
1.00
303.00
577.00
2610S
6TH AVENUE//17TH ST//S. VB CITY L
880.00
419.00
4.00
423.00
457.00
2620N
6TH AVENUE//S. VB CITY L//S.R. 60
860.00
328.00
2.00
330.00
530.00
2620S
6TH AVENUE//S. VB CITY L//S.R. 60
860.00
433.00
1.00
434.00
426.00
271ON
LOTH AVENUE//S.R. 60//ROYAL PALM BLVD
810.00
158.00
0.00
158.00
652.00
2710S
LOTH AVENUE//S.R. 60//ROYAL PALM BLVD
810.00
178.00
0.00
178.00
632.00
2720N
LOTH AVENUE//ROYAL PALM BLVD//17TH ST
810.00
171.00
0.00
171.00
639.00
2720S
LOTH AVENUE//ROYAL PALM BLVD//17TH ST
810.60
177.00
0.00
177.00
633.00
a I I
I
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i t 1 1 4
B 1
1 1
1
1 1
1 1
2810N
2OTH
AVENUE//OSLO RD.//4TH ST
880.00
312.00
88.17
400.17
479.83
28105
20TH
AVENUE//OSLO RD.//4TH ST
880.00
476.00
97.93
573.93
306.07
2820N
20TH
AVENUE//4TH ST//8TH ST
810.00
307.00
27.40
334.40
475.60
2820S
20TH
AVENUE//4TH ST//8TH ST
810.00
500.00
44.79
544.79
265.22
2830N
20TH
AVENUE//8TH ST//12TH ST
810.00
268.00
20.61
288.61
521.39
28305
20TH
AVENUE//8TH ST//12TH ST
810.00
453.00
31.77
484.77
325.23
2840N
20TH
AVENUE//12TH ST//S. VB CITY L
1,770.00
293.00
14.31
307.31
1,462.69
28405
20TH
AVENUE//12TH ST//S. VB CITY L
1,770.00
398.00
8.07
406.07
1,363.93
2850N
20TH
AVENUE//S. VB CITY L//16TH ST
1,870.00
293.00
5.31
298.31
1,571.69
28505
20TH
AVENUE//S. VB CITY L//16TH ST
1,870.00
398.00
8.07
406.07
1,463.93
2860N
20TH
AVENUE//16TH ST//S.R. 60
1,870.00
214.00
10.60
224.60
1,645.40
28605
20TH
AVENUE//16TH ST//S.R. 60
1,870.00
287.00
10.86
297.86
1,572.14
2870N
20TH
AVENUE//S.R. 60//ATLANTIC BLVD
860.00
119.00
6.86
125.86
734.14
28705
20TH
AVENUE//S.R. 60//ATLANTIC BLVD
860.00
148.00
11.68
159.68
700.32
2905N
43RD
AVENUE//S. COUNTY LINE//OSLO RD
1,140.00
398.00
109.68
508.15
631.85
29055
43RD
AVENUE//S. COUNTY LINE//OSLO RD
1,140.00
371.00
172.37
544.22
595.79
2910N
43RD
AVENUE//OSLO RD//4TH ST
1,056.00
418.00
105.27
523.27
532.73
2910S
43RD
AVENUE//OSLO RD//4TH ST
1,056.00
481.00
121.38
602.38
453.62
2915N
43RD
AVENUE//4TH ST//8TH ST
1,032.00
346.00
76.74
422.74
609.26
29155
43RD
AVENUE//4TH ST//8TH ST
1,032.00
509.00
107.32
616.32
415.68
2920N
43RD
AVENUE//8TH ST//12TH ST
1,071.00
356.00
72.62
428.62
642.38
29205
43RD
AVENUE//8TH ST//12TH ST
1,071.00
533.00
103.12
636.12
434.88
2925N
43RD
AVENUE//12TH ST//16TH ST
1,071.00
393.00
72.36
465.36
605.64
29255
43RD
AVENUE//12TH ST//16TH ST
1,071.00
594.00
80.70
674.70
396.30
2930N
43RD
AVENUE//16TH ST//S.R. 60
1,071.00
484.00
91.36
575.36
495.64
29305
43RD
AVENUE//16TH ST//S.R. 60
1,071.00
634.00
73.69
707.69
363.31
2935N
43RD
AVENUE//S.R. 60//26TH ST
1,796.00
389.00
114.46
503.46
1,292.54
2935S
43RD
AVENUE//S.R. 60//26TH ST
1,796.00
467.00
74.70
541.70
1,254.30
2940N
43RD
AVENUE//26TH ST//41ST ST
880.00
403.00
211.78
614.78
265.22
29405
43RD
AVENUE//26TH ST//41ST ST
880.00
346.00
149.88
495.88
384.12
2945N
43RD
AVENUE//41ST ST//45TH ST
880.00
267.00
159.33
426.33
453.67
29455
43RD
AVENUE//41ST ST//45TH ST
880.00
241.00
99.80
340.80
539.20
2950N
43RD
AVENUE//45TH ST//49TH ST
880.00
135.00
192.79
327.79
552.21
2950S
43RD
AVENUE//45TH ST//49TH ST
880.00
176.00
113.86
289.86
590.14
3005N
58TH
AVENUE//OSLO RD//4TH ST
1,960.00
403.00
58.10
461.10
1,498.90
30055
58TH
AVENUE//OSLO RD//4TH ST
1,960.00
426.00
88.48
514.48
1,445.52
3010N
58TH
AVENUE//4TH ST//8TH ST
1,770.00
645.00
47.80
692.80
1,077.20
30105
58TH
AVENUE//4TH ST//8TH ST
1,770.00
645.00
66.63
711.63
1,058.37.
3015N
58TH
AVENUE//8TH ST//12TH ST
1,770.00
801.00
79.93
880.93
889.07
30155
58TH
AVENUE//8TH ST//12TH ST
1,770.00
775.00
61.18
836.18
933.82
3020N
58TH
AVENUE//12TH ST//16TH ST
1,770.00
888.00
129.13
1,017.13
752.87
30205
58TH
AVENUE//12TH ST//16TH ST
1,770.00
863.00
103.74
966.74
803.26
3025N
58TH
AVENUE//16TH ST//S.R. 60
1,770.00
1,037.00
202.15
1,239.15
530.85
30255
58TH
AVENUE//16TH ST//S.R. 60
1,770.00
997.00
188.78
1,185.78
584.22
3030N
58TH
AVENUE//S.R. 60//41ST ST
1,960.00
855.00
276.97
1,131.97
828.03
30305
58TH
AVENUE//S.R. 60//41ST ST
1,960.00
867.00
172.00
1,039.00
921.00
3035N
58TH
AVENUE//41ST ST//45TH ST
997.00
549.00
259.95
808.95
188.05
I B I
a
D
I 1 Q 1 1
1 a
Q ff
I I
a
I I I I Q
3035S
58TH
AVENUE//41ST ST//45TH ST
880.00
499.00
158.11
657.11
22.89
304ON
58TH
AVENUE//45TH ST//49TH ST
916.00
508.00
303.15
811.15
104.85
3040S
58TH
AVENUE//45TH ST//49TH ST
880.00
438.00
177.63
615.63
264.37
3045N
58TH
AVENUE//49TH ST//65TH ST
1,106.00
568.00
353.16
921.16
184.84
3045S
58TH
AVENUE//49TH ST//65TH ST
880.00
501.00
212.95
713.95
166.05
3050N
58TH
AVENUE//65TH ST//69TH ST
1,074.00
347.00
89.47
436.47
637.53
3050S
58TH
AVENUE//65TH ST//69TH ST
880.00
306.00
119.25
425.25
454.75
3055N
58TH
AVENUE//69TH ST//C.R.510
880.00
357.00
67.08
424.08
455.92
3055S
58TH
AVENUE//69TH ST//C.R.510
880.00
281.00
96.56
377.56
502.44
312ON
66TH
AVENUE//S.R. 60//26TH ST
880.00
402.00
165.48
567.48
312.52
3120E
66TH
AVENUE//S.R. 60//26TH ST
880.00
359.00
101.49
460.49
419.51
313ON
66TH
AVENUE//26TH ST//41ST ST
880.00
475.00
153.06
628.06
251.94
3130S
66TH
AVENUE//26TH ST//41ST ST
880.00
341.00
100.78
441.78
438.22
314ON
66TH
AVENUE//41ST ST//45TH ST
880.00
519.00
62.48
581.48
298.52
3140S
66TH
AVENUE//41ST ST//45TH ST
880.00
352.00
52.56
404.56
475.44
315ON
66TH
AVENUE//45TH ST//65TH ST
880.00
552.00
66.69
618.69
261.31
3150S
66TH
AVENUE//45TH ST//65TH ST
880.00
358.00
53.94
411.94
468.06
316ON
66TH
AVENUE//65TH ST//69TH ST
880.00
529.00
43.90
572.90
307.10
3160S
66TH
AVENUE//65TH ST//69TH ST
880.00
354.00
42.44
396.44
483.56
317ON
66TH
AVENUE//69TH ST//C.R. 510
880.00
580.00
59.39
639.39
240.61
3170S
66TH
AVENUE//69TH ST//C.R. 510
880.00
390.00
47.43
437.43
442.57
321ON
74TH
AVENUE//16TH STREET//SR 60
880.00
85.00
0.00
85.00
795.00
3210S
74TH
AVENUE//16TH STREET//SR 60
880.00
100.00
0.00
100.00
780.00
3310N
82ND
AVENUE//OSLO RD//4TH ST
880.00
131.00
3.13
134.13
745.87
3310S
82ND
AVENUE//OSLO RD//4TH ST
880.00
101.00
13.00
114.00
766.00
3320N
82ND
AVENUE//4TH ST//12TH ST
880.00
140.00
16.05
156.05
723.95
3320S
82ND
AVENUE//4TH ST//12TH ST
880.00
112.00
13.05
125.05
754.95
3330N
82ND
AVENUE//12TH ST//S.R. 60
880.00
191.00
106.66
297.66
582.34
3330S
82ND
AVENUE//12TH ST//S.R. 60
880.00
196.00
98.01
294.01
585.99
3340N
82ND
AVENUE//S.R. 60//65TH ST
449.00
40.00
48.05
88.05
360.95
3340S
82ND
AVENUE//S.R. 60//65TH ST
449.00
46.00
49.05
95.05
353.95
3350N
82ND
AVENUE//65TH ST//69TH ST
449.00
17.00
15.00
32.00
417.00
3350S
82ND
AVENUE//65TH ST//69TH ST
449.00
16.00
15.00
31.00
418.00
3360N
98TH
AVENUE//8TH STREET//12TH STREET
880.00
79.00
41.46
120.46
759.54
3360S
98TH
AVENUE//8TH STREET//12TH STREET
880.00
94.00
76.17
170.17
709.83
3370N
98TH
AVENUE//12TH STREET//16TH STREET
880.00
100.00
104.13
204.13
675.87
3370S
98TH
AVENUE//12TH STREET//16TH STRRET
880.00
68.00
189.95
257.95
622.05
3380N
98TH
AVENUE//16TH STREET//SR 60
880.00
48.00
104.13
152.13
727.87
3380S
98TH
AVENUE//16TH STREET//SR 60
880.00
38.00
189.95
227.95
652.05
3390N
98TH
AVENUE//SR 60//26TH STREET
880.00
24.00
0.00
24.00
856.00
3390S
98TH
AVENUE//SR 60//26TH STREET
880.00
25.00
0.00
25.00
855.00
3610E
77TH
ST//66TH AVENUE//U.S. 1
800.00
74.00
25.38
99.38
700.62
3610W
77TH
ST//66TH AVENUE//U.S. 1
800.00
154.00
0.28
154.28
645.72
3710E
69TH
STREET//82ND AVENUE//66TH AVE
449.00
48.00
34.00
82.00
367.00
371OW
69TH
STREET//82ND AVENUE//66TH AVE
449.00
42.00
33.00
75.00
374.00
3720E
69TH
STREET//66TH AVENUE//58TH AVE
880.00
41.00
18.00
59.00
821.00
3720W
69TH
STREET//66TH AVENUE//58TH AVE
880.00
53.00
22.00
75.00
805.00
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aAv adEv//aAv HL85//.Ls
JS-It,
aOEVV
tF6 * TVIL
90*8ET
90*Z
00*9ET
00*088
aAV H,189//aAV HL99//,LS
ISTV
MOZtpt'
6Z*68L
TC06
TL * f'
00*98
00*088
HAV HISS//EAV H199//IS
ISTV
HOZtpt'
LO'ZO9
E6*LLZ
E619E
OO*zvz
00*088
ag AIH XVIaNI//AMH HIXIa arIO//,LS
HISV
MOSEtp
IIZ'TL9
9L*80Z
9L*TZ
OO*L8T
00*088
ag AId KviaNi//xmH sixia ario//,Ls
Hi-st,
SOMP
8V8zv
Z:S * TSTI
zS 118
00*L9E
00*088
7,t4H aixia aio//anNaAv craEv//Is
HLSt,
MOTPET,
TT' ITS
68*SEE
68 TV
OO*t,6Z
00*098
xmH sixia crio//anNaAv alm,//IS
HIST,
HOVET,
EUS69
L9*118Z
L9, Ot,
00 * TITIZ
00*088
aMaAV a-dEV//ZLINaAV HJBS//,LS
HISt,
MOM'
LE*6f,9
Ulocz
E9*OE
00*00Z
00*088
anNHAV adEt,//anN2AV HISWIS
HJSt'
aOEET'
OS*L8L
OS*Z6
OS*8
00 1 TP8
00*088
HnMHAV HJSG//EnNEAV HJ.99//IS
HIS-V
MOZET'
ZS*L6L
SVZ8
81,*TT
OO*TL
00*088
anNaAV HISS//anNaAV H.L99//,L5
HISII
2OZET'
L8*LT9
CT*Z6T
ET*TE
OO*T9T
OO*OT8
T *s*n//7.f4H sixia arIO//,LS
H16TV
MOGZ'V
8L*LE9
ZZ*ZLT
zz*Oz
OO*ZST
OO*OT8
T *s,n//xmH sixia arlO//,LS
Hl66
aOSZV
E6*6TS
LO*06Z
LO*98
OO*flOz
00*018
xtAH sixia aqo//HmaAv a-dCt,//IS
H16t,
MOTIZV
06*9ES
OVELZ
OT'98
00*L8T
00*OT8
Am sixia ario//anNaAv a'd'Et,//IS
Hl 6 Ir
301Zip
90*999
96'EZZ
S6 * IFZ
00*66T
00*088
HMEAV C2IC6//2nNaAV HLBS//.LS
H16t,
MOMP
LZ*Z69
EL*L8T
EL'6T
00*89T
00*088
aMaAV adETp//8nNaAV HJ,8S//,LS
H16tP
EOEZ'V
V9 * TPT8
9E*S9
9E*6T
00*96
00*088
anNaAV HISS//anNaAV H.L99//.LS
HJ,6T,
MOZZIP
EZ*8T8
LL'T9
LL'OE
OO*TE
00*088
anNaAV H.L8S//21nNHAV H199//,LS
H1611
HOZZT'
SfI*008
SS*6L
SS*ST
00 * TV9
00*088
T *s,n//Xt4H SIXIa arlO//,LS
HIS9
b4O'V8E
86*96L
ZO*E8
ZO*ZT
OO*TL
00*088
T 'S*n//AMH HIXIa GrIO//,LS
HIS9
aOV8C
ZZ*LSL
SL*ZZT
8L*SZ
OO*L6
00*088
AMH Mla arIO//aMaAV H185//IS
HIS9
MOE8E
SZ'6LL
SCOOT
SCEZ
00*LL
00,088
AMH sixia aqo//amaAv H189//.LS
HJ-99
HUSE
TT7'808
6S*TL
6S*8T
OVES
00*088
aMHAV H.L8S//anNaAV HL99//JS
HIS9
MOUE
88*GZ8
ZT * tFS
ZT*8T
00*9E
00*088
anNHAV HL85//arlNaAV H.L99//,LS
HIS9
SOUE
OO*OT8
OO*OL
0011,
00*99
00,088
T -s-n//xb4H aixia ciio//iaa-dLs
H169
MOTILE
OO*LT8
Oo,E9
00 t,
OO'6S
00*088
T -s-n//xb4H sixia aqo//IaaUlS
H169
aOVLE
00*66L
OO*T8
00 trT
00*L9
00*088
xgH sixia arIo//aMEAV H.L89//IaaHIS
H169
MOELC
00'601
00'TL
00'ZT
00'6S
00*088
AmH sixia QrI0//3nNHAV HL8S//IaHS.LS
H169
HOELE
I
a I a a a a
I a
a I
1 0
1
a I
484OW
8TH ST//43RD AVENUE//27TH AVENUE
880.00
352.00
25.09
377.09
502.91
4850E
8TH ST//27TH AVENUE//20TH AVENUE
880.00
325.00
11.04
336.04
543.96
485dw
8TH ST//27TH AVENUE//20TH AVENUE
880.00
431.00
9.08
440.08
439-92
4860E
8TH ST//20TH AVENUE//OLD DIXIE HWY
810.00
325.00
14.24
339.24
470.76
4860W
8TH ST//20TH AVENUE//OLD DIXIE HWY
810.00
501.00
16.77
517.77
292.23
4870E
8TH ST//OLD DIXIE HWY//U.S. 1
810.00.
282.00
17.22
299.22
510.78
487OW
8TH ST//OLD DIXIE HWY//U.S. 1
810.00
447.00
22.73
469.73
340.27
4880E
8TH ST//U.S. 1//INDIAN RIVER BLVD
880.00
194.00
12.00
206.00
674.00
488OW
8TH ST//U.S. 1//INDIAN RIVER BLVD
880.00
422.00
12.00
434.00
446.00
4910E
4TH ST//82ND AVE//58TH AVE
880.00
69.00
3.00
72.00
808.00
491OW
4TH ST//82ND AVE//58TH AVE
880.00
75.00
0.00
75.00
805.00
4930E
4TH ST//58TH AVE//43RD AVE
880.00
190.00
8.81
198.81
681.19
4930W
4TH ST//58TH AVE//43RD AVE
880.00
266.00
6.26
272.26
607.74
4940E
4TH ST//43RD AVE//27TH AVE
880.00
274.00
16.72
290.72
589.28
4940W
4TH ST//43RD AVE//27TH AVE
880.00
341.00
13.99
354.99
525.01
4950E
4TH ST//27TH AVE//20TH AVE
880.00
338.00
10.17
348.17
531.83
495OW
4TH ST//27TH AVE//20TH AVE
880.00
464.00
13.29
477.29
402.71
4960E
4TH ST//20TH AVE//OLD DIXIE HWY
880.00
311.00
33.87
344.87
535.13
4960W
4TH ST//20TH AVE//OLD DIXIE HWY
880.00
507.00
46.51
553.51
326.49
4970E
4TH ST//OLD DIXIE HWY//U.S. 1
1,770.00
348.00
32.00
380.00
1,390.00
4970W
4TH ST//OLD DIXIE HWY//U.S. 1
1,770.00
518.00
37.00
555.00
1,215.00
5010E
16TH STRRET//74TH AVENUE//82ND AVENUE
880.00
67.00
0.00
67.00
813.00
501OW
16TH STREET//74TH AVENUE//82ND AVENUE
880.00
78.00
0.00
78.00
802.00
5610E
FRED TUERK DR//AlA//W OF COCONUT DR
880.00
136.00
0.00
136.00
744.00
561OW
FRED TUERK DR//AlA//W OF COCONUT DR
880.00
94.00
0.00
94.00
786.00
5710E
WINTER BEACH RD//AlA//JUNGLE TRAIL
880.00
40.00
0.00
40.00
840.00
571OW
WINTER BEACH RD//AlA//JMGLE TRAIL
880.00
38.00
0.00
38.00
842.00
5810E
ATLANTIC BLVD//27TH AVENUE//20TH AVENUE
880.00
93.00
0.00
93.00
787.00
581OW
ATLANTIC BLVD//27TH AVENUE//20TH AVENUE
880.00
95.00
0.00
95.00
785.00
5820E
ATLANTIC BLVD//20TH AVENUE//U.S. 1
880.00
172.00
1.00
173.00
707.00
5820W
ATLANTIC BLVD//20TH AVENUE//U-S- 1
880.00
141.00
3.00
144.00
736.00
5910E
AVIATION BLVD//26TH STREET//27TH AVENUE
1,290.00
531.00
1.96
532.96
757.04
591OW
AVIATION BLVD//26TH STREET//27TH AVENUE
1,290.00
664.00
0.00
664.00
626.00
6010E
ROYAL PALM BLVD//ROYAL PALM PL//INDIAN
880.00
130.00
0.00
130.00
750.00
601OW
ROYAL PALM BLVD//ROYAL PALM PL//INDIAN
880.00
297.00
0.00
297.00
583.00
6110E
ROYAL PALM PL//U.S. 1//INDIAN RIVER BLVD
880.00
324.00
2.87
326.87
553.13
611OW
ROYAL PALM PL//U.S. 1//INDIAN RIVER BLVD
880.00
151.00
8.73
159.73
720.27
Indian River County
CD -Plus for Windows 95/NT
Printed on: 12/19/2012 1:58:43 PM
PAge 7 of 7
6 a I
I
t=4
cad
9
p
.t4YPEI,,MJ-X "B"
Pre & Post Turning Movements
L-Ad
MI
p
I
231
+5
236
276 + 5 = 281
515 + 9 = 524
139 + 2 = 141
192
-1-0-
192
ry
74 0
z
+0 <
t
Lli
74 0
0:'_
190
+2
192
LEGEND
50 + 0 50
468 9 = 477
239 + 0 = 239
190
43
0
+0
190
43
FIGURE NO. 5
12-323 MA Peas
. ......... ... . ... .
AM PEAK HOUR TURNING MOVEMENTS
CULPEPPER TERPENING, INC
I -AND CR 512 & ROSELAND
21),Si I S "I (W '[I 25d) STRI14T
FOR F PlicR(J", VIjAkii-M
DOLLAR GENERAL
SEBASTIAN
332
4-5
337
241
+0
241
r�
77
z
+0 <
I
fit
77 0
ry
4-9 0 = 49
553 9 = 562
286 0 = 286
300 + 5 = 705
591 + 9 = 600
230 224 64
+2 +0 +0
195 + 2 197 232 224 64
LEGEND
XXX EXISTING TRAFFIC
XXX DOLLAR GENERAL
XXX TOTAL TRAFFIC
12-323 PM Pedk
... .... .. . .. . . . ..........
PM PEAK HOUR TURNING MOVEMENTS
CULPEPPER TERPENING, INC
CR 512 & ROSELA"
C'1'1,�'jL.T;'I�� ENC�NEF,-S I -AND
29,1�i 1 1 2-�:O)STREFIT
I3II()NF7 2-461-3537
DOLLAR GENERAL
CXI U t I RTIFi(.A PONN, SEBASTIAN
16 60 37
+0 +0 +0 0
Lo
16 60 37
mfolom
--7
40 + 0 = 40
531 17 = 548
469 0 = 469
8 + 0 = 8
507 + 17 = 524
416
+3
560 + 3 = 563 419
Z--i
LEGEND
XXX EXISTING TRAFFIC
XXX DOLLAR GENERAL
XXX TOTAL TRAFFIC
32 208
+0 +0
32 208
FIGURE NO. 7
12—M NA Peak
AM PEAK HOUR TtqdilNG MOVEMENTS
CULPEPPER t TERPENING, INC
CR 510 & CR 512
FORT 1:11FRO',
I)HONF-72-461- 537 FA\
\v%vllV.cl-cl),g,x,m! DOLLAR GENERAL
SEBASTIAN
11 40 60
+0 +0 +0 0
V-
Lo
11 40 60
52 0 = 52
637 17 = 654
254 + 0 = 254
27 + 0 27
775 + 17 792
691 57 239
+3 +0 +0
278 + 3 = 281 694 57 239
LEGEND
XXX EXISTING TRAFFIC
XXX DOLLAR GENERAL
XXX TOTAL TRAFFIC
I al [all loN 1 0
12-323 PfA Peck
PM PEAK HOUR TURNING MOVEMENTS
CULPEPPER TERPENING, INC
CR 510 & CR 512
C� 4S'j Li':ZNGiliF E PI'S
2011f) s0l,ll 1 2501 STRFIF V
FORT J�IAWIDA 3-19:�l
772-1(0-9�4c�—
DOLLAR GENERAL
SEBASTIAN
9
I
I
APPENDIX 64C17
CR 512 Traffic Signal Timing Data
AM km p C Poll
420
Location: CR 510 @ CR 512
Counted By: H. Payne
UO Weather: Clear / Clear
Day of Week: Wednesday
tw
um
r
Uw
lob
M
ram'
c-4
bw
0
tw
tw
Indian River County
Traffic Enginnering
1801 27th St
Vero Beach, FI 32960-3365
File Name : unt'stledl
Site Code : 12000055
Start Date : 3/7/2012
Page No : 2
CR 510
CR 512
CR 510
CR 512
Southbound
Westbound
Northbound
Eastbound
'Total
IStart Time
Left
I
Thru Right (
I
�'
Left ! Thru
I
Right,
Lett Thru II Right
I �
�P'
Left f Thru Right j
�
APA-
I
int.
i
1_
Total
;
Total
Total
I
Total
I I
Total
Peale Hour From 06:45
to 07:30 - Peak 1 of 1
Intersection
06:45
Volume
36
59 16
111
458 518
39
1015
406
31 203
640
8 495 546
1049
2815
Percent
32A
53.2 14.4
45.1 51.0
3.8
63.4
4.8 31.7
0.8 47.2 52.0
07.00
9
13 2
24
183 98
11
292
108
7 72
187
3 93 181
277
780
Volume
Peak Factor
0.902
High Int.
07:15
07:00
07:00
07:30
Volume
8
28 5
41
183 98
11
292
108
7 72
187
3 197 104
304
Peak Factor
0.677
0.869
0.856
0.863
GK s10
out
in
Total
78 111 1 189
I i
I 161 591 391
Right TIhru Left
o s�T
Nonh
—_
Br %
WR
G102
2bOOM
x
vz���012
00 AM
0,
ra
1w
-v�i
Itlnshifted
ri
Ii.
I r'
Lett Tt!- Right
1 4061 311 2031
1 f
ut a Total
cR mn
P,-t i'' 1 A, �(.
Indian River County
Traffic Enginnering
Location:
CR 510 @ CR 512
1801 27th St
'File Name : untitled1
Counted By: H. Payne
Vero Beach, FI 32960-3365
Site Code
: 12000055
Weather:
Clear / Clear
Start Date
: 3/7/2012
Day of Week: Wednesday
Page No
: 3
CR 510
CR 512
CR 510
CR 512
Southbound
Westbound
Northbound
Eastbound
Start Time I
Left Thru Right Total
Left i
Thru Right (
Left C Thru Right I
Left Thru' Right
Total
Total
l Total
Total
Peak Hour From 16:15 to 17:00 - Peak 1 of 1
Intersection
16:15
Volume
59 39 11 109
248
621 51
920 674 56 233
963 26 756 271
1053 3045
Percent
54.1 35.8 10.1
27.0
67.5 5.5
70.0 5.8 24.2
2.5 71.8 25.7
17.00
Volume
21 3 4 28
84
176 8
268 226 11 91
328 1 210 81
292 916
Peak Factor
0.831
High Int.
16:30
17:00
17:00
17.00
Volume
14 13 4 31
84
176 8
268 226 11 91
328 1 210 81
292
Peak Factor
0.879
0.858
0.734
0.902
GK 510
Out
to Total
133 109 1 242
1
1 111 391 591
Right Thru Leh
T 1 IL+
c'�
—
.-
10 r— -► l2014:15:00 PM
z
~
rM20,22
5:00:00PMshihed
ice-
, o
`-1 T
Left Thnt Right
1 6741 561 2331
I I
Out In Total
r.R 610
v
11
Ow
Indian River County
,
Traffic Enginnering
Location:
CR 510 @ CR 512
1801 27th St
File Name : untitledl
Counted By: H. Payne
Vero Beach, FI 32960-3365
Site Code : 12000055
tot
Weather:
Clear i Clear
Start Date : 3/7/2012
Day of Week: Wednesday
Page No *1
Groups Printed- Unshifted
,M
j
CR 510
CR 512 CR
510
i
CR 512
i
Southbound
Westbound Northbound
1
Eastbound
Time
Left ! Thru
Right
AppStart
�
I
Left
Thru Right ToPa! Left I
Thru I
Right i
j� `
Left
Thru
I Right
I
App.
Total Total
l Factor
1.01 1.0
1.0
1.0
1.0 I to 1.0 !1
1.0 I
1.0 i
?
1.0
1.0
1.0
1
06:45
9 8 3 20
141
87 9 237 76 9
55
140s
0 88 112 200 597
Total
9 8 3 20
141
87 9 237 76 9
55
1401
0 88 112 200�- 597
07:00
9 13 2 24
1113
98 11 292
108 7
72
187
3 93 181 277
7110
07:15
8 28 5 41
89
118 6 213
102 13
43
158
2 117 149 268
680
07:30
10 10 6 26
45
215 13 273
120 2
33
155
3 197 104 304
758
Total
27 51 13 91 1
317
431 30 7781 330 22
148
5M 1
8 407 434 8491 2218
+ems
16:15
13 9 2 24
49
132 11 1921
101 15
41
1571
17 168 61 246 619
16:30
14 13 4 31
57
153 13 223
163 18
55
2363
3 178 47 228 718
16:45
11 14 1 26
58
160 19 237
184 12
46
242 ;
5 200 82 287 792
Total
_.
38 36 7 81
164
445 43 6521 448 45
142
6351
25 546 190 761 2129
17:00
21 3 4 211
84
176 8 26,1
226 11
91
328
1 210 81 292
916
Grand Total
95 98 27 220
706
1139 90 1935
1080 87
436
1603
34 1251 817 2102
5860
�+
Apprch %
43.2 44.5 12.3
36.5
58.9 4.7
67.4 5.4
27.2
1.6 59.5 38.9
Total %
1.6 1.7 0.5 3.8
12.0
19.4 1.5 33.0
18.4 1.5
7.4
27A
0.6 21.3 13.9 35.9
CH olu
out In Total
LAW
�211 (-MM 431
T
t x: i vt trn� Katt
ly?Y a lla7 j
iYai +i
I 271 981 951
Right Thru Left�
r�
MAR j "
RiNG
TRAFFIC ENGINEERING
gad
North
/202dG500 AM
v
s2aao pnno,a„
fu,
shiR
- [�0
am
! T I
Cp Left Thru Right
I 10601 B71 438.1
I
I
1�21 (_ il3 3224
Out In Total
L:d rR Flo
tcd
604
=1
bw
kw
1=0
w-4
Wd
bw
1=1
Indian River County
Traffic Engineering
Traffic Signal Timing Sheet
Intersection Number: 109
Controller Type: Econolite
Intersection Name: C.R. 512 @ C.R.
510
Date:
02/16/11
(PHASE 11 1,
11 ' 2 11
3 11
4
11 5 11
6 11 7 1
8
[APPROACH I EBLT
W13
NB
WELT
EB
SB
(INITIAL 5
20
6
5
20
6
IPASSAGE 3
4
4
3
4
4
(YELLOW 4
4
4
4
4
4
[ALL RED 2
2
2
2
2
2
(MAX 1 15
50
35
25
50
20
(MAX 3 1
50
[WALK 1
5
5
5
5
IPED CLEAR 1
21
37
27
43
IMIN RECALL
X
X
IMAX RECALL I
IPED RECALL I
INON LOCK I X
X
X
X
ICNA I I
X
X
1PRE-EMPTION
11 GREEN 11TRCK C
[rRCK
MIN
YELL
TIMINGENJ
11BEFORE11
GRELL
ELL
DWELL11
AFTER ��
(�
IPHASE 11
F --I IMING
1
O
11
(FUNCTION
11 PHASE 1111(IPREVU
ENTRY
PASS
FLASHOF
FLASH
1
11 2-6 1
No I
YES
I 1 1
2-6
I 8
Phase 4 (NB) and phase 8 (SB) are split phased
Phase 4 left/ through lock detector Phase 4 right 5 second delay
LM
Season
Max System Cycle 140 sec TIMING BY: ANKENY
am Free Cycle 154 sec
SYC APPROVED BY:
CM
ftd Page I of 5
CR512@CR510.xIs
2/412013
Wo
Indian River County
Traffic Engineering
Traffic Signal Timing Sheet
109 COORDINATION
C-R. 512 @ C.R. 510
7 SPLIT PERCENT—RZ9T ITION SMOOTH MAX SELE BITMAX
O—T---
xW,
{OFFSET PERCENT JOFFSET REF. YIELD I -,-jFORCE 01 FIXED
PATTERN 1 RINGS IN SECONDS
ICYCLE 1 100 TIMING PLAN 0 R1 1 601 251 100
J ACTION PLAN 0 R2 L 60 OFFSET 69 15 j 100
PHASE 1 2 L 4 5 6 7 8 R11 15 45 1 0 1 25
15% 45% 25% 22% 38% 15% R21 22 1 38 0 15
Isec. �- 15 45 0 25 22 38 0 15
PATTERN 2 RINGS IN SECONDS
ICYCLE 100 ITIMING PLAN 0 RI 1 581 271 100
OFFSET 69 JACTION PLAN 0 R2 1 581 151 100
PHASO 1 2 3 4 1 5 6 7 8 , Rl� 105 43 1 0 1 27
% 15% 1 43% 27% 20% 38% 2
F1 15
PATTERN R2 20 38 0 15 1
c, I r
se 15 43 0 27 20 38 15
PATTERN 3 RINGS IN SECONDS
1CYCLE o ITIMING PLAN 1 0 1 R1 1 01 01 0
L OFFSET JACTION PLAN —EiR2 O0 0:1
1 PHASE 1 2 3 4 5 6 7 8 R11 0 0 1 0 0
% f-1 R21 0 0 0 0
Isec, 0 0 0 1 0
PATTERN 4 RINGS IN SECONDS
ICYCLE 0 TIMING PLAN 0 R1 0
00
JOFFSET Lit, d 1ACTION PLAN R2 00 01 1
PHASq 1 2 3 1 4 5 6 7 8 R1 0 0 0 0
% R21 0 0 1 0 0 1
se
PATTERN 5 RINGS IN SECONDS
ICYCLE 140 1 ITIMING PLAN 1 0 R1 1 01 01 0
JOFFSET 0 ACTION PLAN 0 R2 L.. OL 0 j 0
PHASI 1 2 1 3 4 5 6 7 1 8 R11 0 0 0
% I0
1 0 0 0 0 0 sec. 0 1 0 0 0 0 0 0 R2 109 TIME OF DAY
CR512@CR510,xls
Page 2 of 5 2/4/2013
Indian River County
Traffic Engineering
Traffic Signal Timing Sheet
C.R. 512 @ C.R. 510
ACTION PLAN 11 = FLASH
ACTION PLAN 12 = FREE
wd
ACTION PLAN 1
PATTERN 1 DETECTOR PLAN 1
01
PHASE
1 2 3 4 5 6 7 8
'
RECALL
X X
ACTION PLAN 2
PATTERN 2 DETECTOR PLAN (
01
PHASE
1 2 3 4 5 6 7 8
RECALL
X X
ACTION PLAN 3
PATTERN 0 DETECTOR PLAN (
01
PHASE
1 2 3 4 5 6 7 8
RECALL
MW
ACTION PLAN 4
PATTERN 0 DETECTOR PLAN (
01
PHASE
1 2 3 4 5 6 7 8
RECALL
ACTION PLAN 5
PATTERN 0 DETECTOR PLAN
01
PHASE
1 2 3 4 5 6 7 8
RECALL
+�
ACTION PLAN 11
IPATTERN IFLASH (DETECTOR PLAN I
01
+�
ACTION PLAN 12
IPATTERN (FREE (DETECTOR PLAN 1
01
A=,
Intersection Number:
109
Intersection Name:
C.R. 512 @ C.R. 510
CR512@CR510.x1s
e Page 3 of 5 2/4/2013
Indian River County
Traffic Engineering
Traffic Signal Timing Sheet
DAY PLAN 1 DAY PLAN 2 DAY PLAN 3
�EVENT Pu\m TIME | EVENT PLAN TIME ` /EVENT PLAN T/mE |
1 1 716 | 1 12 CLOU 1 �
2 2 14:00 2 2
l
3 �2 l��3Q 3 /
----- ----- |
4 4 '
} 5
5 5
G | G
� 7 7 7
Q 8 8
) 9 9 5
10 | 10 10
� 11 1111
| 12 | 12 \ i
DAY PLAN 4 DAY PLAN 5 DAY PLAN S
EVENT PLAN TomE EVENT pLxW TVNIE IEVENT PLAN
2 2 | 2 \
3 3 |
- '
4 4 4
5 5 5
| G | n
7 7 7 |
8 � 8
0 8 B
18 10 18
11 11 11
12 | �2 | 12
----- ----- '
IWEEK PLAN 111 SUN U MUN ALL YEAR
BASE DAY � 2 | 1 | 1 | 1 |
IWEEK PLAN 21 [==Rl L� �TJACTIVEJ
IBASE DAY
WEEKSI
. _____ L_
IWEEK PLAN 31 =[�j �TjA,,CTIVJE
EXCEPTION DAY IMPLEMENT FOR YEAR SEE HOLIDAY TIME SHEET
CR512@u;CR510.x1s
Indian River County
Traffic Engineering
Traffic Signal Timing Sheet
FIXED / MON/ DOW/
WOM/
DAY
EVENT
FLOAT MON DOM
YEAR
DAY PLAN
1
LABOR DAY
FLOAT 9 2
1
2
2
VETERAN'S DAY
FIXED 11 11
0
2
3
THANKSGIVING
FLOAT 11 5
4
2
4
CHRISTMAS
FIXED 12 25
0
2
5
NEW YEARS
FIXED 1 1
0
2
6
MEMORIAL DAY
FLOAT 5 2
5
2
7
4 OF JULY
FIXED 7 4
0
2
8
9
10
11
12
PROGRAM LOGIC
Places intersection in free during phase pedestrian activation.
1 IF PHASE 8 WALK IS ON
OR PHASE 4 WALK IS ON
THEN SET LOGIC FLAG 1 TO ON
2 IF LOGIC FLAG 1 IS SET TO ON
THEN PLACE CONTROLLER IN FREE
3 IF PHASE 2 IS GREEN
AND IF PHASE 6 IS GREEN
THEN SET LOGIC FLAG 1 TO OFF
CR512@CR510.xls
Page 5 of 5 2/4/2013
A�lj p&eel
Indian River County
400 Traffic Enginnering
Location: CR 512 @ Roseland Rd 1801 27th St File Name : untitled1
Counted By: H. Payne Vero Beach, FI 32960-3365 Site Code :10000061
wo Weather. Clear I Clear Start Date : 8/11/2010
Day of Week: Wednesday Page No : 2
Uw
Roseland Rd
CR 512 Roseland Rd
I
CR 512
Southbound
Westbound Northbound
Eastbound
"�'
( Start Time
Left (
Thru I Right �
Left I
Thru I Right OW Left i Thru I Right'
��l I
Left I Thru I Right I
��1
Total
Peak Hour From 11.00
to 11.45 - Peak 1 of 1
Intersection
11:00
Volume
53
137 165 355
171
334 35 540 136 136 31
303
197 368 99
664
1862
Percent
14.9
38.6 46.5
31.7
61.9 6.5 44.9 44.9 10.2
29.7 55.4 14.9
11:30
12
28 44 84
37
92 8 137 32 37 9
78
54 109 24
187
486
Volume
Peak Factor
0.958
High Int.
11:00
11:15
11:00
11:30
Volume
16
35 45 96
41
92 12 145 37 34 9
80
54 109 24
187
Peak Factor
0.924
0.931
0.947
0.888
yyy
-
Koselan0 KO
Old In Total
® f_p 723
I 1651 1371 531
No
RigM Thru Left
4
wd
bml
1�
4j
�
NUltlf
Y
4f1
�l
n
11201011MOOMi
4---: �' —jam;2
,r---►
_
1201011:45 00 AM
Ful
9
�' �a-nsMRed
l7 i�
D
�° * -^-Qi
�
E1
am
fto
UN
=1
Uftrnmom
j�135I 136..J._ 31
® F`61 710
Out in Total
S?mMnnd Rd
we
?M ~i rA is
Indian River County
Traffic Enginnering
Location:
CR 512 @ Roseland
Rd
1801 27th St
File Name
: untitledl
Counted By: H. Payne
Vero Beach, Fl 32960-3365
Site Code
: 10000061
Weather:
Clear / Clear
Start Date
: 8/11/2010
Day of Week: Wednesday
Page No
: 3
Roseland Rd
CR 512 Roseland Rd
CR 512
Southbound
Westbound Northbound
Eastbound
Siam Time
Left I Thru I Right I ARP' Total
Leis �
Thru I Right � App.Left � Thru � Right �
Total
ARP.
Total
LeftThru I Right I
ARP• I tal
Total Total,
�
Peak Hour From MOto 17.15 - Peak 1 of 1
Intersection
16.30
Volume
55 172 237 464
204
381 35 620 164 160 46
370
214 422 139
775 2229
Percent
11.9 37.1 51.1
3Z9
61.5 5.6 44.3 43.2 12.4
27.6 54.5 17a
+�
17:00
12 41 59 112
65
93 8 166 43 48 10
101
81 127 33
241 620
Volume
Peak Factor
0.899
High int.
17.15
17:00
17.00
17.00
Volume
18 48 71 137
65
93 8 166 43 48 10
101
81 127 33
241
Peak Factor
0.847
0.934
0.916
0.804
RoselaM Rd
out in Total
try
_
( DE E464 1 873
I I 1721 1551
ighThru Left
14
tw
Fr
r ev
r` c--►
1112010 4:30:00 PM
T
beS
_J11120105:15:00PM
rn "
n— y
jj lJnshftd
r
c —
r-7
[-
em
0
T l+
Left Thro Right
1 1641 160r 481
1 {
515 3 0
Out In Total
Reselagd.Rd
aw
m
4, ff? 6- i
Indian River County
°"
Traffic Enginnering
Location:
CR 512 @ Roseland
Rd
1801 27th St
File Name : untitledl
Counted By: H. Payne
Vero Beach, F132960-3365
Site Code : 10000061
Weather.
Clear / Clear
Start Date : 8/11/2010
Day of Week:
Wednesday
Page No : 1
Groups Printed- Unshifted
{
Roseland Rd
CR 512 Roseland Rd
y CR 512
,Z
j
Southbound
Westbound Northbound
( Eastbound
Start Time
Lett
Thru Right Il''
Left
Thru
Right APB Left Thnr I Right
Int. I
Tl Leif Thru I Right Tit Total
I Factor
1.0
1.0 1.01
1.0
1.0
I 1.0 1.0 i 1.01 1.01
1.0 1.01 1.0 1
I I
0=1
11:00
16
35 45 96
26
86
9 121 37 34 9
80 41 83 20 144 441
11:15
14
38 42 94
41
92
12 145 39 31 5
75 46 92 25 163 477
11:30
12
28 44 84
37
92
8 137 32 37 9
78 54 109 24 187 486
11.45
11
36 34 84
67
64
6 137 28 34 8
70 56 84 30 170 458
Total
53
137 165 355
171
334
35 540 136 136 31
3031 197 368 99 664 1862
,ems
tw
16:45
16
39 8 133
34
89
12 135 45 28 17
90 54 72 44 170 528
Total
25
83 107 215
83
187
21 291i 74 69 27
170 85 160 74 319 995
17M
12
41 59 112
65
93
8 166 43 48 10
101 81 127 33 241 620
1715
18
48 71 137
56
101
6 163 47 43 9
99 48 135 32 215 614
Lw
Grand Total
108
309 402 819
375
715
70 1160 3W 296 77
673 411 790 238 1439 4091
Approh %
13.2
37.7 49.1
32.3
61.6
6.0 44.6 44.0 11.4
28.6 54.9 16.5
Total %
2.6
7.6 9.8 20.0
9.2
17.5
1.7 28.4 7.3 7.2 1.9
16.5 10.0 19.3 5.6 35.2
NOSMrro Rd
is
out In Total
777 6191 1596
E E
1 4021 3091 148I
uw
Right Thru tell
V
RrECEV
TRAFFIC: tI.4fitNEERING
c
North
y
Y � -►
1t2010 :00
I
�^
2
M
lI20105:f5:o0PM
5.115,
Etshifted
�"
� Q - & os
O i
gm-
(l
`CA
�0 Ow
r�
mq
im 'i T r
Left Thru Right
E P1 2961 771
I
am ® c� MW
Out In Total
Resalnnd Rd
vy
=1
Indian River County
ew
Traffic Engineering
Traffic Signal Timing Sheet
..... . .
Clearance timing
..
IPHASE
11 1 11 2 11 3 11 4 11 5 11 6 11 7 11
8
(MOVEMENT
11 EBLT 11 WB 11 SBLT 11 NB IIWBLTIJ EB 11 NBLT 11
SB
(SPEED
1 30 45 30 30 30 45 30
4*5
(CLEAR DIST.
1 197 84 138 172 180 115 126
172
IPED DIST.
1 58 75
150
[# OF LANES
1 1 2 1 1 1 2 1
1
ISTORAGE FT
I
IYELLOW
11 3.205 114.3075113.205 11 3.205 113.205114.307511 3.205 114.30751
IRED
114.9206111.5722113.5828114.3537114.535112.0408113.3107112.902511
IYELL+RED
118.1256115.8797116.7878117.558711 7.74 116.3483116.51571
7.21
(WALK
110115110110 11 0 11 5 11 , 0 11
5 1
3.5 ittsec IDON'T WALK
11 0 1116.57111 0 11 0 11 0 1121.42911 0 1142.85711
kw
Intersection Number: 80 Controller Type: Econolite
Intersection Name: C.R. 512
@ Roseland Road Date: 12/09/10
bw
IPHASE
11 1 11 2 11 3 11 4 11 5 11 6 11 7 11
8 11
APPROACH
11 EBLT WB SBLT NB 'WBLT' EB NBLT
SB
JINITIAL
11 5 15 5 6 5 15 5
6
IPASSAGE
11 3 4 3 4 3 4 3
4
1zw
(YELLOW
4 4 4 4 4 4 4
4
ALL RED
1 2 2 2 2 2 2 2
2
IMAXI
1 25 45 20 30 25 45 20
30
IMAX 3
1
(WALK
I 5 5
5
IPED CLEAR
1 17 22
43
IMIN RECALL
I x x
IMAX RECALL
I
IPED RECALL
I
INON LOCK
1 x x x x
x
ICNA 1
1 x x
RE-EMPTION 11 GREEN JrRCK C�TRCK MIN YELL 1
11
�rIMING
BEFORE
GREENJ
YELL
DWELL11
AFTER
ITIMiNG
1�
(
'
OUTOFII
11 IIPREVENTiI11
�FUNGTION
PHASE
11
ENTRY
PASS
SH FLA
FLASH
(� 2-6
1 YES
I YES
I NO
1 2-6
4-8
ift
Page I of 6
CR512@ROSELAND.xIs
2/4/2013
kw
0
am Indian River County
Traffic Engineering
am Traffic Signal Timing Sheet
lock eastbound left Phase 1 (08/21109)
tw
Season
Max System Cycle 100 sec TIMING BY: ANKENY
Free Cycle 144 sec
SYC APPROVED BY:
ftj
80
COORDINATION
ftj
C.R. 512 @ Roseland Road
SPLIT PERCENT
TRANSITION
,�
1OFFSET ,PERCENT
I
OFFSET REF,
I YIELD
PATTERN 1
CYCLE
100
TIMING PAN
0
law
1
OFFSET
42
ACTION PAN
0
(PHASE 1
2
3
4
5 6
7
8
,ter
22%
32%
1
14%
27%
20% 34%
20%
26%
I%
sec. 22
32
19
28
20 34
20
26
PATTERN 2
tow
CYCLE
(
1OFFSET
50
ACTION PAN
0
W:i
PHAS 1
2
3
4
5 6
7
8
°l0 24%
1
32%
17%
27%
22% 34%
15%
29%
sec. 24
32
17
27
22 34
15
29
bw
PATTERN 3
CYCLE
tm
OFFSET
(
0
ACTION P AN
(
0
1 1
I
2
1 3
1 4
1 5 I 6
I 7 I
8
PHASI
PATTERN 4
(
NG PLAN
I
0
OFFSET
0
IACTI ON PAN
0
r"
Page 2 of 6
MAX SELECT
INHIBITMAX
FORCE OFF IFIXED
RINGS IN SECONDS
R1 54
46
100
R2 54I 461
100
R11
22 (
32 1 19 I
27
R2
20 34 20
26
RINGS IN SECONDS
R1 ( 56
44
100
R2 56
44
100
R11
24 32 17
27
R21
22 34 15
1 I
29
RINGS IN SECONDS
R1
01
01
0
R2
1 0
0
0
R14
0 (
R21
0 1 0 0
0
RINGS IN SECONDS
R1
0
0
0
R2
1 0
0
0
CR512@ROSEAND.xls
2/4/2013
u
Indian River County
Traffic Engineering
Traffic Signal Timing Sheet
PHASd 1 2 1_1 4 1 5 1 6 1 7 1 8 1 R1j 0 0 1 1 0 1 0 1
% R20 0 0 0 1
PATTERN 5 RINGS IN SECONDS
OFFSET
0 IA
G PLAN 01O
4) CTION PLAN 0 R2 01 j 0
PHAS 1 2 3 4 1 5 6 1 7 8 1 R11 0 0 1 0 1 0
I R21 0 0 1 0 0
80 TIME OF DAY
C.R. 512 @ Roseland R
ACTION PLAN I PATTERN 1 DETECTOR PLAN 0
�PHASE 1 2 3 4 5 6 7 81
ECALL x x
ACTION PLAN 2 PATTERN 1 2 DETECTOR PLAN 01
�PHASE 1 2 3 4 5 6 71 8.
ECALL x x
I
ACTION PLAN 3 PATTERN 0 DETECTOR PLAN 01
PHASE 1 2 3 4 5 6 7j 81
RECALL
ACTION PLAN 4 PATTERN 0 DETECTOR PLAN 0
PHASE 1 2 31 4 5 6 7 8
RECALL
CR512@ROSELAND.x1s
Page 3 of 6 214/2013
Indian River County
Traffic Engineering
Traffic Signal Timing Sheet
UZI
ACTION PLAN 5
PATTERN 0 DETECTOR PLAN 1
01
PHASE 1
2 3 4 5
6 7
8
`w
RECALL
`W
ACTION PLAN 11
IPATTERN (FLASH IDETECTOR PLAN 1
01
'-'
ACTION PLAN 12
(PATTERN IFREE (DETECTOR PLAN 1
01
12W
Intersection Number:
80
Intersection Name:
C.R. 512 @ Roseland Road
W-1i
DAY PLAN 1
DAY PLAN 2 DAY PLAN 3
EVENT PLAN TIME
EVENT PLAN TIME EVENT PLAN
TIME
1 1 7:15
1 1 9:00 1 1
11:00
,=1
2 2 14:00
2 12 17:00 2 12
16:00
3 12 19:30
3 3
4
4 4
5
5 5
Wa,
6
6 6
7
7 7
8
8 8
Wd
9
9 9
10
10 10
11
11 11
ba
12
12 12
DAY PLAN 4
DAY PLAN 5 DAY PLAN 6
EVENT PLAN TIME
(EVENT PLAN TIME EVENT PLAN
TIME
1
1 1
I 2
2 2
3
3 3
4
4 4
5
5 5
6
6 6
7
( 7 7
8
8 8
o+
9
9 9
I 10
10 10
11
11 11
,m
12
12 12
CR512@ROSELAND.xis
hod Page 4 of 6 2l412013
Wd
Indian River County
Traffic Engineering
Traffic Signal Timing eet
IWEEK PLAN 1I SUN Maki TUE 11 WED I T IU FRI SAT ACTIVE) ALL YEAR
IBASE DAY I 3 __........ 1 . 1.. _ 1 1 1 1 I 21 WEEKSI ..
IWEEK PLAN 21E=L_MON JLjUEWEIR i U RI JISAT I �AUTIVEj I
IBASE DAY II I I I I WEEKS
1IWEEK PLAN 31 SUN =El=WED THU I FRI IISAT I ACTIVE
1BASE DAY IL_.. .......... .. ..... I 11WEINKS . .... .
r
EXCEPTION DAY IMPLEMENT FOR YEAR SEE HOLIDAY TIME SHEET
FIXED /
MON/
DOW/
WOW
DAY
EVENT
FLOAT
MON
DOM
YEAR
DAY PLAN
1
LABOR DAY
FLOAT
9
2
1
2 I
2
VETERAN'S DAY
FIXED
11
11
0
2
3
THANKSGIVING
FLOAT
11
5
4
4
CHRISTMAS
FIXED
12
25
0
3
5
NEW YEAR'S
FIXED
1
1
0
3
6
MEMORIAL DAY
FLOAT
5
2
5
2
7
4 OF JULY
FIXED
7
4
0
1
9
10
11
12
I
Places intersection in free during phase pedestrian activation.
1 IIF PASS 8 WALK IS ON
THEN SET LOGIC FLAG 1 TO ON
2 IF LOGIC FLAG 1 IS SET TO ON
THEN PLACE CONTROLLER IN FREE
3 IF PHASE 2 IS GREEN
AND IF PHASE 6 IS GREEN
THEN SET LOGIC FLAG 1 TO OFF
CR512 ROSELAND.xls
Page 5 of 6 2/4/2013
Indian River County
Traffic Engineering
Traffic Signal Timing Sheet
CR512@ROSElAND.xls
Page 6 of 6 2/4/2013
uw�
j
L-41
I
APPENDIX ccD')2
Pre -Development Intersection Analysis
Page 1 of 1
bw
SHORT REPORT
General Information
Site Information
Analyst Stefan Matthes
Intersection
CR 512 & CR
510
Agency or Co. City of Sebastian
Area Type
CBD
or Similar
Date Performed 211312013
Jurisdiction
Indian River County
Time Period AM Peak Pre
Analysis Year
2014
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH RT
Number of Lanes
1
2
1
2
2
1
1
1
1
0
1 0
Uzi
Lane Group
L
T
R
L
T
R
L
T
R
LTR
Volume (vph)
8
507
560
469
531.
40
416
32
208
37
60 16
% Heavy Vehicles
5
5
5
5
5
5
5
5
5
5
5 5
PHF
0.86
0.86
0.86
0.87
0.87
0.87
0.86
0.86
0.86
0.68
0.68 0.68
Pretimed/Actuated (P/A)
A
A
A
A
A
A
A
A
A
A
A A
Startup Lost Time
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
u
Extension of Effective Green 2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type
3
3
3
3
.3
3
3
3
3
3
tow
Unit Extension
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Ped/Bike/RTOR Volume
0
0
40
0
0
40
0
0
10
0
0 10
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
Lw
Parking/Grade/Parking
N
0
N
N
0
N
N
0
N
N
0 N
Parking/Hour
Bus Stops/Hour
0
0
0
0
0
0.
0
0
0
0
Minimum Pedestrian Time
Phasing Excl. Left
EW Perm
03
04
NB Only
SB Only
07
08
G= 6.2
IY=
G= 19.6
G=
1Y=
IY=
G= 25.2 G= 7.0
G=
0.0
G= 0.0
1Y=
Timing
Y= 4
6
JG=
Y=
6
Y= 6
Y=
0
0
Duration of Analysis (hrs) = 0.25
Cycle Length C =
80.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
Adjusted Flow Rate
9
590
605
539
610
0
484
37
230
151
Lane Group Capacity
228
760
879
597
760
460
487
513
436
139
v/c Ratio
0.04
0.78
0.69
0.90
0.80
0.00
0.99
0.07
0.53
1.09
Green Ratio
0.40
0.25
0.64
0.40
0.25
0.33
0.31
0.31
0.31
0.09
Uniform Delay d1
15.7
28.2
9.5
25.3
28.4
17.8
27.3
19.2
22.5
36.5
Delay Factor k
0.11
0.33
0.26
0.42
0.35
0.11
0.50
0.11
0.13
0.50.
Incremental Delay d2
0.1
5.1
2.3
17.1
6.2
0.0
39.1
0.1
1.2
101.3
®
PF Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Control Delay .
15.8
33.3
11.8
42.4
34.6
17.8
66.4
19.3
23.7
137.8
Lane Group LOS
B
G
B
D
C
B
E
B
C
F
Approach Delay
22.3
38.3
51.0
137.8
Approach LOS
C
D
D
F
Intersection Delay
39.9
Intersection LOS
D
Copyright 0 2007 University of Florida, All Rights
Reserved
HCS+TM version 5.3
Generated:
2/19/2013 10:08 AM
fileWCADocuments and Settings\temp\Local Settings\Temp\s2k2CD.tmp
2/19/2013
� Tin I �' �
tw
Page I of 1
SHORT REPORT
General Information
Site Information
Analyst Stefan Matthes
Intersection
CR 512 & CR
510
Agency or Co. City of Sebastian
Area Type
CBD or Similar
Date Performed 211312013
Jurisdiction
Indian -River County
Time Period PM Peak Pre
Analysis Year
2014
Volume and Timing Input
Law
EB
WB
NB
S13
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Canes
1
2
1
2
2
1
1
1
1
0
1
0
Lane Group
L
T
R
L
T
R
L
T
R
LTR
Volume (vph)
27
775
278
254
637
52
691
57
239
60
40
11
% Heavy Vehicles
5
5
5
5
5
5
5
5
5
5
5
5
PHF -
0.90'
0.90
0.90
0.86
0.86
0.86
0.73
0.73
0.73
0.88
0.88
0.88
Prefimed/Actuated (PIA)
A
A
A
A
A
A
A
A
A
A
A
A
low
Startup Lost Time
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
zo
Arrival Type
3
3
3
3
3
3
3
3
3
3
W:d
Unit Extension
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Ped/Bike/RTOR Volume
0
0
40
0
0
40
0
0
10
0
0
10
Lane Width
12.0
120
12.0
12.0
IZO
12.0
IZO
12.0
12.0
12.0
Parking/Grade/Parking
N
0
N
N
0
N
N
0
N
- N
0
N
Parking/Hour
Bus Stops/Hour
0
0
0
0
0
0
0
0
0
0
14-0
Minimum Pedestrian Time
Phasing I Excl. Left
EW Perm
03
04
NBOnly SB Only
07
08
G = 6.0
I
G = 46.7
G
G
ly=
IY=
G = 86.0 G
= 9.3
G
0.0
G =
1Y=
0.0
Timing . IY= 4 ,
Y= 6
Y=
6
Y=
6
iy=
0
0
Duration of Analysis (hrs) = 0.25
Cycle Length C =
170.0
Lane Group Capacity, Control Delay, and LOS
Determination
EB
WB
NB
SB
Adjusted Flow Rate
30
861
264
295
741
14
947
78
314
114
Lane Group Capacity
121
852
1129
426
852
456
783
824
700
86
Vic Ratio
0.25
1.01
0.23
0.69
0.87
0.03
1.21
0.09
0.45
1-.33
Green Ratio
0.35
0.27
0.82
0.35
0.27
0.33
0.51
0.51
0.51
0.05
Uniform Delay di
40.7
61.7
3.6
54.4
58.8
38.6
42.0
21.8
26.8
80.3
Delay Factor k
0.11
0.50
0.11
0.26
0.40
0.11
0.50
0.11
0.11
0.50
Incremental Delay d2
1.1
33.5
0.1
4.8
9.6
0.0
106.1
0.1
0.5
206.9
PF Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Control Delay
41.8
95.1
3.7
59.1
68.4
38.6
148.1
21.8
27.3
287.2
Lane Group LOS
D
F
A
E
E
D
F
C
C
F
Approach Delay
72.8
65.4
112.4
287.2
Approach LOS
E
E
F
F
Intersection Delay
91.9
Intersection LOS
F
Copyright 0 2007 University of Florida, All Rights
Reserved
HCS+TM Version 5.3
Generated: 211W013
10:10AM
U0
t-b
fileWCADocuments and SettingsVemp\Local Setdngs\Temp\s2k2DF.tmp 2/19/2013
Short Report
L�--
Page 1 of 1
SHORT REPORT
General Information
Site Information
Analyst Stefan Matthes
Intersection
CR 512 & Roseland Rd
Agency or Co.- City of Sebastian
Area Type
CBD or Similar
Date Performed 2(13/2013
Jurisdiction
Indian River County
Time Period AM Peak Pre
Analysis
Year
2014
Volume and Timing, Input
EB
WB
N13
SB
LT
TH
RT LT
TH '
RT
LT -
TH ' RT
LT
TH RT
Number of Lanes
1
2
0 1
2
1
1
1 0
1
1 0
cab
Lane Group
L
TR
L
T
R
L
TR
L
TR
Volume (vph)
276
515
139 239
468
50
190
190 43
74
192 231
% Heavy Vehicles
5
5
5 5
5
5
5
5 5
5
5 5
Uri
PHF
0.89
0.89
0.89 0.93
0.93
0.93
0.95
0.95 0.95
0.92
0.92 0.92
Prefimed/Actuated (P/A)
A
A
A A
A
A
A
P P
A
A A
Startup Lost Time
ZO
2.0
2.0
2.0
2.0
20
2.0
2.0
2.0
MW
Extension of Effective Green 2.0
2.0
2.0
2.0
2.0
20
2.0
2.0
2.0
Arrival Type
3
3
3
3
3
3
3
3
3
W&I
Unit Extension
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Ped/Bike/RTOR Volume
10
0
40 0
0
40
0
0 10
0
0 10
Lane Width
120
Izo
12.0
12.0
12.0
12.0
12.0
12.0
12.0
Parking/GradelParking
N
0
N N
0
N
N
0 N
N
0 N
Parking/Hour
Bus Stops/Hour
0
0
0
0
0
0
0
0
0
Minimum Pedestrian Time
Phasing Excl. Left-
EW Perm
03 04
Excl. Left NS Perm
07
08
G = 14.8
IY=
G = 30.1
G=
G =
1Y=
1Y=
G = 4.3 G = 38.8
0.0
G= 0.0
1Y=
Timing
4
Y= 6
Y=
6
Y=
JG=
6 Y=
0
0
Duration of Analysis (hrs) = 0.25
Cycle Length C =
110.0
Lane Group Capacity, Control Delay, and LOS
Determination
EB
WB
NB
S13
Adjusted Flow Rate
310
690
257
503
11
200
235
80
449
Lane Group Capacity
363
828
300
849
1072
218
562
369
528
vic Ratio
0.85
0.83
0.86
0.59
0.01
0.92
0.42
0.22
0.85
Green Ratio
0.46
0.27
0.46
0.27
0.77
0.45
0.35
0.45
0.35
can
Uniform Delay di
31.2
37.6
22.1
34.6
2.8
37.2
27.0
18.3
32.9
Delay Factor k
0.39
0.37
0.39
0.18
0.11
0.44
0.50
0.11
0.38
Incremental Delay d2
17.7
7.3
21.0
1.1
0.0
39.0
2.3
0.3
12.5
PF Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Control Delay
48.9
44.9
43.1
35.7
2.8
76.2
29.3-
18.6
45.4
Lane Group LOS
D
D
D
D
A
E
C
B
D
Approach Delay
46.2
37.7
50.9
41.4
Approach LOS
D
D
D
D
Intersection Delay
43.6
Intersection LOS
D
Copyright 0 2007 University of Florida, All Rights
Reserved
HCS+TM version 5.3
Generated: 2/1912013 10:14 AM
LW
fileWCADocuments and SettingsVemp\Local Settings\Temp\s2k323.ttnp
2/19/2013
Short Report
Page 1 of 1
SHORT REPORT
+�
General Information
Site Information
Analyst Stefan Matthes
Intersection
CR 512 & Roseland Rd
Agency or Co. City of Sebastian
Area Type
CBD or Similar
Date Performed 211312013
Jurisdiction
Indian River County
Time Period PM Peak Pre
Analysis Year
2014
Volume and Timing Input
law
EB
WB
NB
S13
LT
TH
RT
LT
TH
RT
LT
' TH ' RT
LT
TH
RT
Number of Lanes
1
2
0
1
2
1
1
1 0
1
1
0
+�
Lane Group
L
TR
L
T
R
L
TR
L
TR
Volume (vph)
300
591
195
286
553
49
230
224 64
77
241
332
% Heavy Vehicles
5
5
5
5
5
5
5
5 5
5
5
5
L'
PHF
0.80
0.80
0.80
0.93
0.93
0.93
0.92
0.92 0.92
0.85
0.85
0.85
Pretimed/Actuated (P)A)
P
P
P
P
P
P
P
P P
P
P
P
Startup Lost Time
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type
3
3
3
3
3
3
3
3
3
Uri
Unit Extension
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Ped/BikeiRTOR Volume
0
0
40
0
0
40
0
0 10
0
Q
10
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
Parking/Grade/Parking
N
0
N
N
0
N
N
0 N
N
0
N
Parking/Hour
Bus Stops/Hour
0
0
0
0
0
0
0
0
0
Minimum Pedestrian Time
Phasing I Excl. Left
EW Perm
03
04
Excl. Left NS Perm
07
08
G = 17.3
G = 40.0
G =
G =
1Y=
IY=
G = 10.4 G = 40.3
0.0
G =
QO
+
.Timing
IY= 4 JY=
6
Y=
6
Y=
JG=
6 Y=
0
Y=.O
Duration of Analysis (hrs) = 0.25
Cycle Length C =
130.0
Lane Group Capacity, Control Delay, and
LOS Determination
EB
WB
NB
SB
Adjusted Flow Rate
375
933
308
595
10
250
302
91
663
Lane Group Capacity
351
924
261
954
1093
179
490
328
462
v/c Ratio
1.07
1.01
1.18
0.62
0.01
1.40
0.62
0.28
1.44
Green Ratio
0.49
0.31
0.49
0.31
0.79
0.44
0.31
0.44
0.31
Uniform Delay d1
46.0
45.0
40.8
38.6
2.9
37.4
38.3
23.3
44.8
Delay Factor k
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
Incremental Delay d2
67.4
32.0
113.3
3.1
0.0
208.8
5.7
2.1
207.9
PF Factor -
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Control Delay
113.4
77.0
154.2
41.6
2.9
246.1
44.0
25.4
252.7
Lane Group LOS
F
E
F
D
A
F
D
C
F
Approach Delay
87.4
79.2
135.5
225.3
Approach LOS
F
E
F
F
Intersection Delay
122.3
Intersection LOS
F
Copyright ® 2007 University of Florida, All Rights Reserved
/-/CS+7M Version 5.3
Generated: 2/19/2013
10:15 AM
we
file://CADocuments and SettingsVemp\Local Settings\Temp1s2k345.tmp 2/19/2013
F
APPENDIX "E"
Post -Development Intersection Analysis
ad
F
F
onorE tceport
Page 1 of 1
SHORT REPORT
god
General Information
Site Information
Analyst +Stefan Matthes
Intersection
CR 512 & CR
510
Agency or Co. City of Sebastian
Area Type
CBD
or Similar
Date Performed 211612013
Jurisdiction
Indian River County
Time Period AM Peak -
Post
Analysis Year
2014
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH RT
Number of Lanes
1
2
1
2
2
1
1,.
1
1
0
1 0
Lane Group
L
T
R
L
T
R
L
T
R
LTR
Volume (vph)
8
524
563
469
548
40
419
32
208
37
60 16
% Heavy Vehicles
5.
5
5
5
5
5
5
5
5
5
5 5
PHF
0.86
0.86
0.86
0.87
0.87
0.87
0.86
0.86
0.86
0.68
0.68 0.68
Pretimed/Actuated (P/A)
A
A
A
A
A
A
A
A
A
A
A A
Startup Lost Time
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
m
Extension of Effective Green
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2A
ZO
2.0
Arrival Type
3
3
3
3
3
3
3
3
3
3
Unit Extension
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Ped/Bike/RTOR Volume
0
0
40
0
0
40
0
0
10
0
0 10
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
Parking/Grade/Parking
N
0
N
N
0
N
N
0
N
N
0 N
Parking/Hour
Bus Stops/Hour
0
0
0
0
0
0
0
0
0
0
Minimum Pedestrian Time
Phasing Excl. Left
EW Perm
03
04
NB Only
SB Only
07
08
Timing G= 7.8
IY= I
G= 23.6
G=
G=
IY=
G= 29.0 G= 7.5
G=
1Y=
0.0
G= 0.0
1Y=
rr
4
Y= 6
Y=
Y=
6
Y= 6
0
0
Duration of Analysis (hrs) = 0.25
Cycle Length C =
89.9
Lane Group Capacity, Control Delay, and LOS Determination
too
EB
WB
NB
SB
Adjusted Flow Rate
9
609
608
539
630
0
487
37
230
151
Lane Group Capacity
244
814
902
597
814
479
499
525
446
132
v/c Ratio
0.04
0.75
0.67
0.90
0.77
0.00
0.98
0.07
0.52
1.14
Green Ratio
0.42
0.26
0.65
0.42
0.26
0.35
0.32
0.32
0.32
0.08
Uniform Delay d1
16.7
30.4
9.7
27.8
30.7
19.2
30.1
21.1
24.7
41.2
Delay Factor k
0.11
0.30
0.25
0.42
0.32
0.11
0.48
0.11
0.12
0.50
Incremental Delay d2
0.1
3.9
2A
17.1
4.7
0.0
34.0
0.1
1.0
122.2
.�,
PF Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Control Delay
16.7
34.3
11.7
44.9
35.4
19.2
64.1
21.2
25.8
163.4
Lane Group LOS
B
C
B
D
D
B
E
C
C
F
Approach Delay
23.0
39.7
50.3
163.4
Approach LOS
C
D
D
F
Intersection Delay
41.6
Intersection LOS
D
Copyright® 2007 University of Florida, All Rights Reserved
HCS+TM version 5.3
Generated:
2/19/2013 10:11 AM
m
file)/CADocuments and SettingsVemp\Local Settings\Temp\s2k2F0Amp 2/19/2013
Short Report
Page 1 of 1
SHORT REPORT
General Information
Site Information
Analyst Stefan Matthes
Intersection
CR 512
& CR
510
Agency or Co. City of Sebastian
Area Type
CBD
or Similar
Date Performed 211612013
Jurisdiction
Indian River County
Time Period PM Peak Post
Analysis Year
2014
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH '
RT
LT
TH RT
Number of Lanes
1
2
1
2
2
1
1
1
1
0
1 0
lot
Lane Group
L
T
R
L
T
R
L
T
R
LTR
Volume (vph)
27
792
281
254
654
52
694
57
239
60
40 11
% Heavy Vehicles
5
5
5
5
5
5
5
5
5
5
5 5
PHF
0.90
0.90
0.90
0.86
0.86
0.86
0.73
0.73
0.73
0.88
0.88 0.88
Pretimed/Actuated (P/A)
A
A
A
A
A
A
A
A
A
A
A A
Startup Lost Time
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
bw
Extension of Effective Green
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type
3
3
3
3
3
3
3
3
3
3
�r
Unit Extension
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
PedBike/RTOR Volume
0
0
40
0
0
40
0
0
10
0
0 10
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
L-'
Parking/Grade/Parking
N
0
N
N
0
N
N
0
N
N
0 N
Parking/Hour
Bus Stops/Hour
0
0
0
0
0
0
0
0
0
0
Minimum Pedestrian Time
Phasing Excl. Left
EW Perm
08
04
NB Only SB Only
07
08
G= 6.0
IY=
G= 49.0
G=
G=
G= 83.2 G= 9.8
0.0
G= 0.0
1Y=
Timing
4
Y= 6
Y=
Y=
Y= 6
Y=
6
JG=
Y=
0
0
Duration of Analysis (hrs) = 0.25
Cycle Lenqth C =
170.0
Lane Group Capacity, Control Delay, and LOS Determination
ae3
EB
WB
NB
SB
Adjusted Flow Rate
30
880
268
295
760
14
951
78
314
114
Lane Group Capacity
127
894
1125
421
894
479
757
797
677
91
v/c Ratio
0.24
0.98
0.24
0.70
0.85
0.03
1.26
0.10
0.46
1.25
Green Ratio
0.36
0.29
0.81
0.36
0.29
0.35
0.49
0.49
0.49
0.06
Uniform Delay d1
39.3
60.1
3.7
54.9
57.0
36.7
43.4
23.3
28.7
80.1
Delay Factor k
0.11
0.49
0.11
0.27
0.38
0.11
0.50
0.11
0.11
0.50
Incremental Delay d2
1.0
26.2
0.1
5.1
7.8
0.0
126.0
0.1
0.5
176.8
PF Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Control Delay
40.3
86.3
3.8
60.0
64.9
36.8
169.4
23.3
29.2
256.9
Lane Group LOS
D
F
A
E
E
D
F
C
C
F
Approach Delay
66.4
63.2
128.1
256.9
Approach LOS
E
E
F
F
Intersection Delay
93.7
Intersection LOS
F
Copyright 0 2007 University of Florida, All Rights Reserved
HCS+TM Version 5.3
Generated: 2/19/2013 10:12 AM
fileWCADocuments and Settings\tempEocal Settings\Temp\s2k301.tmp
2/19/2013
Short Report
b
Page 1 of 1
SHORT REPORT
+�
General Information
Site Information
Analyst Stefan Matthes
Intersection
CR 512 & Roseland Rd
Agency or Co. City of Sebastian
Area Type
CBD or Similar
Date Performed 211312013
Jurisdiction
Indian River County
Time Period AM Peak Post
Analysis Year
2014
Volume and Timing Input
m
EB
-
WB
NB
SB
LT
TH
RT LT
TH
RT
LT
TH RT
LT
TH RT
Number of Lanes
1
2
0 1
2
1
1
1 0
1
1 0
ate,
Lane Group
L
TR
L
T
R
L
TR
L
TR
Volume (vph)
281
524
141 239
477
50
192
190 43
74
192 236
% Heavy Vehicles
5
5
5 5
5
5
5
5 5
5
5 5
wd
PHF
0.89
0.89
0.89 0.93
0.93
0.93
0.95
0.95 0.95
0.92
0.92 0.92
Pretimed/Actuated (PIA)
A
A
A A
A
A
A
A A
A
A A
Startup Lost Time
2.0
2.0
2.0
2.0
2.0
20
2.0
2.0
2.0
e.W
Extension of Effective Green
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type
3
3
3
3
3
3
3
3
3
w
Unit Extension
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Ped/Bike/RTOR Volume
0
0
40 0
0
40
0
0 10
0
0 10
Lane Width
12.0
120
12.0
12.0
12.0
12.0
12.0
12.0
120
�'
Parking/Grade/Parking
N
0
N N
0
N
N
0 N
N
0 N
Parking/Hour
Bus Stops/Hour
0
0
0
0
0
0
0
0
0
'd
Minimum Pedestrian Time
Phasing Exd. Left
EW Perm
03 04
Excl. Left NS Perm
07
08
G= 15.3
G= 30.1
G=
G=
ly=
IY=
G= 4.0 G=
38.6
0.0
G= 0.0
1Y=
Timing
IY= 4
Y= 6
Y=
6
Y=
IG=
6 Y=
0
0
Duration of Analysis (hrs) = 0.25
Cycle Length C =
110.0
Lane Group Capacity, Control Delay, and LOS Determination
arr
EB
WB
NB
SB
Adjusted Flow Rate
316
702
257
513
11
202
235
80
455
Lane Group Capacity
366
828
304
849
1066
208
559
363
525
v/c Ratio
0.86
0.85
0.85
0.60
0.01
0.97
0.42
0.22
0.87
Green Ratio
0.47
0.27
0.47
0.27
0.77
0.44
0.35
0.44
0.35
Uniform Delay d1
21.2
37.8
22.0
34.8
2.9
38.8
27.2
18.6
33.3
Delay Factor k
0.39
0.38
0.38
0.19
0.11
0.48
0.11
0.11
0.40
Incremental Delay d2
18.7
8.2
19.2
1.2
0.0
54.0
0.5
0.3
14.3
PF Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Control Delay
39.9
46.0
41.2
36.0
2.9
92.8
27.7
1&9
47.6
Lane Group LOS
D
O
D
D
A
F
C
B
D
Approach Delay
44.1
37.3
5Z8
43.3
Approach LOS
D
D
E
D
Intersection Delay
44.2
Intersection LOS
D
Copyright ® 2007 University of Florida, Ail Rights
Reserved
HCS+TM Version 5.3
Generated: 2/1912013 10:14 AM
m
file:l/CADocuments and SettingsltempTocal Settings\Temp\s2k312.tmp
2/19/2013
Short Report
Page i of 1
General information
Analyst Stefan Mafthes
Agency or Co. City of Sebastian
Date Performed 211312013
Time Period PM Peak Post
Volume and Timing Input
SHORT REPORT
Site Information
Intersection CR 512 & Roseland Rd
Area Type CBD or Similar
Jurisdiction Indian River County
Analysis Year 2014
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes
1
2
0
1
2
1
1
1
0
1
1
0
Lane Group
L
TR
L
T
R
L
TR
L
TR
Volume (vph)
305
600
197
286
562
49
232
224
64
77
241
337
% Heavy Vehicles
5
5
5
5
5
5
5
5
5
5
5
5
PHF
0.60
0.80
0.80
0.93
0.93
0.93
0.92
0.92
0.92
0.85
0.85
0.85
Pretimed/Actuated (P/A)
P
P
P
P
P
P
P
P
P
P
P
P
Startup Lost Time
2.0
2.0
2.0
2.0
2.0
2.0
Zo
2.0
2.0
Extension of Effective Green 2.0
2A
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type
3
3
3
3
3
3
3
3
3
Unit Extension
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Ped/Bike/RTOR Volume
0
0
40
0
0
40
0
0
10
0
0
10
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
Parking/Grade/Parking
N
0
N
N
0
N
N
0
N
N
0
N
Parking/Hour
Bus Stops/Hour
0
0
0
0
0
0
0
0
0
Minimum Pedestrian Time
Phasinq
Excl. Left
EW Perm
03
04
Excl. Left
NS Perm
07
08
Timing
G= 1&2
IY=
G= 39.6
G=
G=
1Y=
G= 103 G= 39.9
IY=
JG=
0.0
G= 0.0
1Y=
Y= 4
6
Y=
6
Y= 6
Y=
0
0
Duration of Analysis (hrs) = 0.25
Cycle Lenqth C =
130.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
Adjusted Flow Rate
381
946
308
604
10
252
302
91
669
Lane Group Capacity
357
915
272
945
1084
178
485
323
457
v/c Ratio
1.07
1.03
1.13
0.64
0.01
1.42
0.62
0.28
1.46
Green Ratio
0.49
0.30
0.49
0.30
0.78
0.43
0.31
0.43
0.31
Uniform Delay d1
46.7
45.2
41.2
39.0
3.1
37.2
38.6
23.7
45.0
Delay Factor k
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
Incremental Delay d2
66.6
38.8
95.0
3.3
0.0
216.8
5.9
2,2
220.5
PF Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Control Delay
113.3
84.0
136.2
42.3
3.1
254.0
44.5
25.8
265.6
Lane Group LOS
F
F
F
D
A
F
D
C
F
.Approach Delay
92.4
73.3
139.8
236.9
Approach LOS
F
E
F
F
intersection Delay
125.6
Intersection LOS
F
Copyright 0 2007 University of Florida, All Rights Reserved
HCS+TM version 5.3
Generated: 2/19/2013
10:14 AM
fileWCADocuments and Settings\tempTocal Settings\Temp\s2k334.tmp 2/19/2013