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July 18, 2013 Full AgendaA Community of Choice, Committed to Excellence
Agenda
Board Of Supervisors
Isle Of Wight County
July 18, 2013
Call To Order 5:00 P.M.
Invocation
The Honorable Rex W. Alphin
Pledge Of Allegiance
1. Approval of Agenda
2. Special Presentation/Appearances
A. Special Presentation/Animal Control
B. Special Presentation/United Way of South Hampton Roads
C. Special Presentation/Small Business Close-Up
D. Special Presentation/Eddie Wrightson Retirement
3. Consent Agenda
A Community of Choice, Committed to Excellence
A. Local Emergency Management Performance Grant Award
FY2013-14
. Resolution to Accept and Appropriate Grant Funds from
the Virginia Department of Emergency Management for
the LEMPG Program
B. PEG Capital Fee
C. Skating Rink FY 2013-14 Operating Budget
D. Virginia Litter Prevention and Recycling Grant Application
. Resolution to Accept and Appropriate Grant Funds from
the Virginia Department of Environmental Quality for the
Virginia Litter Prevention and Recycling Grant
E. Litter Pick Up
F. Fiscal Year 2012-13 Monthly Financial Reports – June 2013
G. Statement of Treasurer’s Accountability
H. Delinquent Real Estate Tax Collection Monthly Report
4. Regional Reports
5. Transportation Matters
Omera Drive (Route 1943) Safety Review Completed by VDOT
A Community of Choice, Committed to Excellence
6. Citizens’ Comments
7. Board Comments
8. County Attorney’s Report
A. Request by Eagle Harbor Homeowners Association
B. Non-Binding Resolution/Southeastern Public Service Authority
C. Request to Purchase County-owned Property
D. Tax Refund – Accelerated properties LLC
E. Supreme Court Decision/Koontz v. St. Johns River Water
Management District
F. Supreme Court Decision/Shelby v. Holder
G. Closed Meeting
9. Parks and Recreation Report
A. Fort Boykin House
B. Vehicle Replacement
A Community of Choice, Committed to Excellence
10. General Services Report
A. Authorization to Expend FY2014 Capital Funds/Social Services
HVAC
B. Nike Park Pier Replacement Project – Insurance
Reimbursement and Re-appropriation
. Resolution to Reappropriate Hurricane Irene Insurance
Reimbursement to the Nike Park Pier Replacement
Capital Project for FY2013-14
C. Nike Park Pier Replacement Project – Available (Unexpended)
Budget as of June 30, 2013
. Resolution to Appropriate Available (Unexpended) Funds
for the Nike Park Pier Replacement Project for FY2013-14
D. Windsor Sidewalk Construction Project
. Resolution to Appropriate Available (Unexpended) Funds
for the Design and Construction of Sidewalks in the Town
of Windsor for FY2013-14
E. Sale of County Property/Queen Anne’s Court Sewer Treatment
Plant
F. Acquisition of Owen Water Systems
G. Bethel Heights Waterline Improvements
H. Update on Adoption of the Stormwater Management Program -
One Year Extension Approval
A Community of Choice, Committed to Excellence
I. Authorization to Hire Part-time Standby Truck Driver for
Refuse Collection
J. Authorization to Hire Maintenance Worker I Position
11. County Administrator’s Report
A. Capital Budget
. Resolution to Adopt, Authorize and Appropriate Capital
Budget Funds
B. School Resource Officer Grant Program
C. County Refunding – Rating Agencies and Debt Service Savings
Update
D. GFOA Certificate of Achievement
12. Appointments
13. Old Business
Proposed Three Percent (3%) State-funded Salary Increases for
Constitutional Officers and Compensation Board Funded Permanent
Staff Positions
14. New Business
A Community of Choice, Committed to Excellence
15. Public Hearings
A. The application of the Annie S. Crocker Estate for a change in zoning
classification from Rural Agricultural Conservation (RAC) to Conditional
Rural Residential (C-RR) of 2.64 acres of land located at 13061 Modest
Neck Road (Rt. 625), north of Raynor Road (Rt. 681) and south of Green
Level Road (Rt. 623) in the Carrsville Election District. The purpose of the
application is for one (1) single-family residential lot, as conditioned.
B. The application of Breeden Investment Properties, Inc., applicant and
Eagle Harbor, L.L.C., owner, for a change in zoning classification from
Conditional General Commercial (C-GC) to Conditional Planned
Development Residential (C-PD-R) of approximately 15.80 acres of land
located on the west side of Carrollton Boulevard (Route 17) and to amend
the conditions dated November 18, 1998, in the Newport Election District.
The request is to allow for multi-family residential development on
approximately 15.80 acres of land and to amend conditions of the 1998
rezoning approval to increase the aggregate total of residential units to
allow for the development of Tract 8 for up to 208 multi-family units and
to modify the Schedule of Phased Highway Road Improvements.
C. An Ordinance to Amend and Reenact the Isle of Wight County Code by
Amending and Reenacting Chapter 4. Buildings. Article III. Inspections.
Section 4-8. Construction, Repair or Alteration of Buildings or Structures
16. Closed Meeting
17. Adjournment
TRAFFIC IMPACT ANALYSIS
Eagle Harbor Tract 8 Development
Isle of Wight County, VA
Prepared for:
Eagle Harbor LLC
November 2012/Revised March 2013
Prepared by:
© Kimley-Horn and Associates, Inc., 2012 Carlin J. Hebert, P.E.
Virginia License #: 049269
This document, together with the concepts and designs presented herein, as an instrument of service, is
intended only for the specific purpose and client for which it was prepared. Reuse of and improper
reliance on this document without written authorization and adaptation by Kimley-Horn and Associates,
Inc. shall be without liability to Kimley-Horn and Associates, Inc.
Traffic Impact Analysis
for
Eagle Harbor Tract 8 Development
Isle of Wight, Virginia
Prepared for:
Eagle Harbor LLC
Prepared by:
Kimley-Horn and Associates, Inc.
Suite 500
4500 Main Street
Virginia Beach, VA 23462
P: 757.213.8600 F: 757.213.8601
116426002
November 2012
Revised March 2013
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
i
Table of Contents
1.0 Executive Summary ..................................................... 1
2.0 Introduction ................................................................ 4
3.0 Project Background ..................................................... 7
3.1 Study Area .............................................................................. 7
3.2 Existing Land Use ................................................................... 7
3.3 Existing Conditions ................................................................ 9
3.4 Existing Traffic ...................................................................... 9
4.0 Traffic Generation ..................................................... 12
4.1 Pass-By ................................................................................. 12
4.2 Proposed Development Trip Generation ............................... 12
4.3 Adjacent Approved Development Proposed Trip Generation. 13
5.0 Traffic Distribution .................................................... 16
6.0 Site Access and Traffic Assignment ............................ 20
7.0 Projected Traffic Volumes ......................................... 21
7.1 Background Traffic Growth................................................... 21
7.2 Total Traffic .......................................................................... 21
8.0 Intersection Operational Analysis ............................. 24
8.1 Carrollton Boulevard/Northgate Drive................................. 28
8.2 Carrollton Boulevard/Smith’s Neck Road ............................ 30
8.3 Carrollton Blvd/Eagle Harbor Pkwy/King’s Crossing Way ... 34
8.4 Carrollton Blvd/Whippingham Pkwy/Harbor Point Lane ..... 36
8.5 Northgate Drive/Bridgewater Driveway/Proposed Site
Driveway A ................................................................................... 38
8.6 Carrollton Boulevard/Proposed RI/RO Driveway B ............. 40
8.7 Smith’s Neck Road/Proposed RI/RO Driveway C ................... 41
9.0 Conclusions and Recommendations .......................... 42
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
ii
List of Figures
Figure 1 – Site Plan ............................................................................................................. 5
Figure 2 – Site Location ...................................................................................................... 6
Figure 3 – Existing Zoning ................................................................................................. 8
Figure 4 – Existing Laneage ............................................................................................. 10
Figure 5 –Existing (2012) Peak Hour Traffic Volumes.................................................... 11
Figure 6 – Additional Development Site Trips ................................................................. 17
Figure 7 –Traffic Distribution and Assignment - Residential .......................................... 18
Figure 8 –Traffic Distribution and Assignment - Commercial ......................................... 19
Figure 9 – 2014 AM Peak Hour Traffic Volumes ............................................................ 22
Figure 10 – 2014 PM Peak Hour Traffic Volumes ........................................................... 23
Figure 11 – Existing Level of Service .............................................................................. 25
Figure 12 – 2014 No Build Level of Service .................................................................... 26
Figure 13 – 2014 Build Level of Service .......................................................................... 27
Figure 14 – Proposed Laneage and Roadway Improvements ........................................... 45
List of Tables
Table 1 –Original Zoning Trip Generation—Eagle Harbor Tract 8 ................................. 13
Table 2 – Proposed Rezoning Trip Generation—Eagle Harbor Tract 8 ........................... 13
Table 3 – Traffic Generation—Additional Developments ............................................... 15
Table 4 – Carrollton Boulevard/Northgate Drive Intersection LOS ................................. 29
Table 5 – Carrollton Boulevard/Smith’s Neck Road Intersection LOS ........................... 32
Table 6 – Carrollton Boulevard/Smith’s Neck Road Intersection LOS with Flashing
Yellow Left-turn Treatments ............................................................................................ 33
Table 7 – Carrollton Boulevard/Eagle Harbor Parkway/King’s Crossing LOS ............... 35
Table 8 – Carrollton Boulevard/Whippingham Parkway/Harbor Point Lane LOS .......... 37
Table 9 –Northgate Drive/Bridgewater Driveway/Proposed Site Driveway A LOS ....... 39
Table 10 – Carrollton Boulevard/Proposed RI/RO Driveway B LOS .............................. 40
Table 11 – Smith’s Neck Road/Proposed RI/RO Driveway C LOS ................................ 41
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 1 of 45
1.0 Executive Summary
Kimley-Horn and Associates, Inc. (Kimley-Horn) was retained to perform a traffic impact analysis
(TIA) for the rezoning of the Eagle Harbor Tract 8 development located in Isle of Wight County,
Virginia. The site is currently zoned for 180,000 square feet of retail space. The proposed rezoning
will include 208 apartments and approximately 90,000 square feet of retail along the west side of
Carrolton Boulevard (U.S. Route 17) between Northgate Drive to the south and Smith’s Neck Road
to the north. This TIA examines the traffic impacts associated with the proposed land uses versus
the originally planned 180,000 square feet of retail space. The + 15 acre site is currently zoned
Conditional – General Commercial and will be rezoned Planned Development Residential District
to facilitate the proposed land use. Three access points to the site are proposed, one each along
Carrollton Boulevard, Smith’s Neck Road, and Northgate Drive. It is anticipated that build-out of
the proposed development will occur no earlier than 2014 (i.e., two years). The traffic study area
includes roadways and intersections in the immediate vicinity of the proposed development.
The proposed rezoning of the Eagle Harbor Tract 8 development will result in a significant
reduction in daily traffic volumes when compared to those volumes originally anticipated to occur
for the approved development under its current zoning. Not only will there be a reduction in daily
traffic volumes there will also be a reduction in PM peak hour traffic. Although AM peak hour
traffic volumes are marginally higher as a result of the rezoning (primarily due to the introduction
of the residential land use versus the retail-only land use) there is a negligible impact to study area
intersection operations. These complimentary land uses also create more of a balanced traffic
demand on the roadway network system. This TIA has been prepared in coordination with
representatives from Isle of Wight County staff. To mitigate any potential operational issues and
deteriorations in future LOS as a result of this development, the following recommendations are
offered:
Carrollton Boulevard/Northgate Drive
Due to only a modest increase in peak hour traffic volumes as well as only modest increases in
traffic volumes anticipated throughout the course of the day in comparison to existing conditions, it
is recommended that the Carrollton Boulevard/Northgate Drive intersection remain unsignalized at
this time.
Northbound Carrollton Boulevard
o No change to existing geometry on this approach
Southbound Carrollton Boulevard
o No change to existing geometry on this approach
Eastbound Northgate Drive
o No change to existing geometry on this approach
Westbound Northgate Drive
o No change to existing geometry on this approach
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 2 of 45
Carrollton Boulevard/Smith’s Neck Road
Traffic signal modification
o The traffic signal equipment and relevant signal timing plans should be
upgraded/modified based on the comparative LOS analysis results found in this
TIA and findings from the VDOT study that recommends the installation of
flashing yellow arrow signal heads to accommodate protected/permissive
operations for exclusive left-turn lanes at key signalized intersections along the
corridor.
Traffic signal phasing and timing plans should be optimized to
accommodate peak hour/off-peak traffic volumes along Carrollton
Boulevard.
Signal coordination improvements should facilitate the progression of
traffic along Carrollton Boulevard.
o Based on the VDOT review and recommendation of the flashing yellow arrows to
accommodate protected/permissive operations it is concluded that VDOT will be
responsible for the acquisition and installation of the necessary traffic signal
equipment and the upgrading of all applicable signal timing plans. This is assumed
since the proposed improvements will be necessary at multiple intersections and
thus beyond the scope of responsibility for the Eagle Harbor Tract 8 development.
o Additionally, it is assumed that VDOT has conducted all relevant analyses to
confirm the safety of protected/permissive operations at this intersection and other
signalized intersections along the Carrollton Boulevard corridor where the flashing
yellow arrow improvement is being proposed or planned for implementation.
Northbound Carrollton Boulevard
o No change to existing geometry on this approach
Southbound Carrollton Boulevard
o No change to existing geometry on this approach
Eastbound Smith’s Neck Road
o No change to existing geometry on this approach
Westbound Smith’s Neck Road
o No change to existing geometry on this approach
Northgate Drive/Bridgewater Access Driveway/Site Driveway A
Northbound Bridgewater at Eagle Harbor Access Driveway
o No change to existing geometry on this approach
Southbound Site Driveway A
o Construct one inbound receiving lane 16 feet in width and one outbound lane 14
feet in width.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 3 of 45
o Configure outbound laneage to reflect one shared left-turn/through/right-turn lane
o Provide STOP control
o Align approach with existing driveway serving Bridgewater at Eagle Harbor
development
Eastbound Northgate Drive
o No change to existing geometry on this approach
Westbound Northgate Drive
o Extend the existing outside merge lane approximately 150 feet to become an
exclusive right-turn lane at the proposed intersection
Carrollton Boulevard/Proposed RI/RO Driveway B
Northbound Carrollton Boulevard
o No change to existing geometry on this approach.
Southbound Carrollton Boulevard
o Construct one exclusive right-turn lane with 200 feet of storage and a 150 foot
taper.
Eastbound Proposed RI/RO Driveway B
o Construct one inbound receiving lane 16 feet in width and one outbound lane 14
feet in width.
o Provide STOP control on outbound (driveway) approach
o Curb radii through the channelized section should be a minimum of 50 feet
o Provide raised concrete island to delineate right-in and right-out movements
Smith’s Neck Road/Proposed RI/RO Driveway C
With the construction of the proposed RI/RO Driveway C, extend the existing concrete
median along Smith’s Neck Road approximately 100 feet to the west of its current location.
This will discourage the right-out and U-turn movement traffic is currently making as it
exits the adjacent Eagle Harbor Shopping Center.
Eastbound Smith’s Neck Road
o No change to existing geometry on this approach.
Westbound Smith’s Neck Road
o No change to existing geometry on this approach.
Northbound Proposed RI/RO Driveway C
o Construct one inbound receiving lane 16 feet in width and one outbound lane 14
feet in width.
o Configure outbound laneage to reflect right-turn only
o Provide STOP control on outbound (driveway) approach
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 4 of 45
2.0 Introduction
Kimley-Horn was retained to perform a TIA for the rezoning of the proposed Eagle Harbor Tract 8
development located in Isle of Wight County, Virginia. The proposed development will include 208
apartments and approximately 90,000 square feet of retail along the west side of Carrollton
Boulevard (U.S. Route 17) between Northgate Drive to the south and Smith’s Neck Road to the
north. Figure 1 represents the overall development plan. The development as proposed will be
located along the west side of Carrollton Boulevard (U.S. Route 17) between Northgate Drive and
Smith’s Neck Road. This TIA examines the traffic impacts associated with the proposed land uses
versus the originally planned 180,000 square feet of retail space. The + 15 acre site is currently
zoned Conditional-General Commercial and will be rezoned Planned Development Residential
District to facilitate the proposed land use. Three access points for the site are proposed, one each
along Carrollton Boulevard, Smith’s Neck Road, and Northgate Drive.
Figure 2 illustrates the location of the Eagle Harbor Tract 8 development as well as the
approximate limits of the study area. As shown in Figure 2, Carrollton Boulevard is oriented in a
general north-south direction and serves residential communities and businesses as well as provides
a connection between Brewer’s Neck Boulevard to the south and the James River Bridge to the
north.
This study has been prepared for submittal to Isle of Wight County to evaluate existing conditions
as well as future traffic conditions and associated improvements for the proposed Eagle Harbor
Tract 8 rezoning. The construction, occupancy, and build-out timeline for the proposed
development is anticipated to occur within two years or 2014. The assumptions used in this study
were discussed with Isle of Wight County planning staff prior to the completion of this analysis.
The study provides trip generation, trip distribution, traffic analyses, and recommendations for
transportation improvements (such as roadway geometrics and turn-lane requirements) to meet
anticipated traffic. In addition to the existing traffic conditions analysis, the study analyzes the
traffic impacts associated with the proposed development on the adjacent roadway network for
2014.
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FIGURE
2Study Area
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF
AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.
Eagle Harbor Tract 8
Isle of Wight County, Virginia
Legend
-Unsignalized Intersection
-Signalized Intersection
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 7 of 45
3.0 Project Background
3.1 Study Area
The study area for this analysis includes the following roadways and intersections:
Roadways
Carrollton Boulevard (U.S. Route 17)
Northgate Drive
Smith’s Neck Road
Intersections
Carrollton Boulevard/Northgate Drive
Carrollton Boulevard/Smith’s Neck Road
Carrollton Boulevard/Eagle Harbor Parkway
Carrollton Boulevard/Whippingham Parkway
These intersections were identified during conversations with Isle of Wight County staff. The study
area as defined above reflects the key areas of influence that will be impacted by the Eagle Harbor
Tract 8 development. The study area also defines the limits of the primary traffic patterns
associated with this development and those roadways and intersections that will most be affected,
as noted above. Intersections and roadways beyond the study limits are difficult to accurately assess
as traffic becomes dispersed and difficult to track, with the overall impacts to those further reaching
roadways and intersections being minimal.
3.2 Existing Land Use
The site is currently undeveloped and consists of approximately +/-15 acres of wooded area.
Nearby land uses around the study area consist of multi-family housing, Eagle Harbor Shopping
Center, and a VDOT facility. Current zoning for the property is GC (General Commercial) with
adjacent zoning shown in Figure 3.
North
Not To Scale
FIGURE
3Existing Zoning
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF
AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.
Eagle Harbor Tract 8
Isle of Wight County, Virginia
Site
Source: Isle of Wight County Online Mapping
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 9 of 45
3.3 Existing Conditions
Carrollton Boulevard (U.S. Route 17) is the primary north/south roadway in the study area with
numerous commercial developments and driveway access points. Carrollton Boulevard is a four-
lane, divided principal arterial with a posted speed limit of 45 miles per hour for the majority of the
corridor with a posted speed limit increasing to 55 miles per hour when traveling northbound
toward the James River Bridge. According to average daily traffic (ADT) counts obtained from
count data collected in March 2012, Carrollton Boulevard carried approximately 24,300 vehicles
per day (vpd) south of Northgate Drive.
Figure 4 depicts existing laneage for study area roadways and intersections.
3.4 Existing Traffic
Traffic data used for this TIA was taken from other recent studies which collected traffic counts
within the study area. AM and PM peak hour weekday turning movement counts (TMC) and 72-
hour average daily traffic (ADT) counts were used as follows:
Carrollton Boulevard/Northgate Drive – Tuesday, June 7, 2011 (TMC)
Carrollton Boulevard/Smith’s Neck Road – Tuesday, March 13, 2012 (TMC)
Carrollton Boulevard/Eagle Harbor Parkway/King’s Crossing Way – Wednesday, March
14, 2012 (TMC)
Carrollton Boulevard/Whippingham Parkway/Harbor Point Lane – Wednesday, March 14,
2012 (TMC)
Carrollton Boulevard, south of Northgate Drive – Tuesday, March 13, 2012 to Thursday,
March 15, 2012 (ADT)
Figure 5 shows existing turning movement volumes during the AM and PM peak hours.
North
Not To Scale
FIGURE
4Existing Laneage
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF
AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.
Legend
-Turning Movement
-Unsignalized Intersection
-Signalized Intersection
-Turn-Lane Storage Bay LengthXXX’
Eagle Harbor Tract 8
Isle of Wight County, Virginia
North
Not To Scale
FIGURE
5
Existing (2012) Peak Hour
Traffic Volumes
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF
AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.
[24,300]
Legend
-Turning Movement
-Unsignalized Intersection
-Signalized Intersection
-AM [PM] Peak Hour Turning
Movement Volumes
-Average Weekday Daily Traffic
XX [XX]
[XXXX]
Eagle Harbor Tract 8
Isle of Wight County, Virginia
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 12 of 45
4.0 Traffic Generation
The trip generation potential of the proposed development was determined using traffic generation
rates published in ITE Trip Generation (9th Edition, 2012). Currently, the site is undeveloped and
generates no traffic. The addition of the mixed-use development will result in new traffic being
generated by the site and assigned to the adjacent street network.
4.1 Pass-By
Land use in the proposed development has the potential to create new trips, but also to attract trips
from traffic already traveling along study area roadways—pass-by trips. ITE provides guidance,
based on case studies, for determining an appropriate level of pass-by reduction for specific land
uses. In addition, standards developed by the Virginia Department of Transportation (VDOT)
outline ranges of acceptable pass-by reductions. A significant percentage of existing commuter
traffic is anticipated to seek retail opportunities within the Eagle Harbor Tract 8 development
instead of continuing out of the county for retail opportunities. In the computation of traffic
generation, a VDOT acceptable rate of 25 percent pass-by was applied to the shopping center.
While pass-by trips do not reduce the number of driveway movements, they do reduce the number
of “new trips” generated by the development thus reducing the impact along the mainline by
shifting through movements to turning movements.
4.2 Proposed Development Trip Generation
The proposed rezoning will modify the originally planned 180,000 square feet of retail space to
include 208 apartments and approximately 90,000 square feet of retail space instead. Institute of
Transportation Engineers (ITE) Trip Generation, 9th Edition (2012) provides trip generation data
for Apartments (ITE Code 220) and Shopping Centers (ITE Code 820). Table 1 summarizes the
daily, AM peak hour, and PM peak hour trip generation potential for the original zoning while
Table 2 summarizes the trip generation for the proposed rezoning at full build-out.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 13 of 45
Table 1 –Original Zoning Trip Generation—Eagle Harbor Tract 8
ITE
Code Description Size Daily AM Peak PM Peak
In Out Total In Out Total
820 Shopping Center 180,000
Square Feet 9,948 139 88 227 445 481 926
Table 2 – Proposed Rezoning Trip Generation—Eagle Harbor Tract 8
ITE
Code Description Size Daily AM Peak PM Peak
In Out Total In Out Total
220 Apartments 208 Dwelling
Units 1,384 21 85 106 86 46 132
820 Shopping Center 90,000
Square Feet 6,342 91 55 146 268 290 558
Subtotal 7,726 112 140 252 354 336 690
Pass-by Reduction -1,586 -14 -14 -28 -67 -67 -134
Total 6,140 98 126 224 287 269 556
As shown in Table 2, the proposed development has the potential to generate approximately 7,726
driveway trips per day including a total of 252 in the AM peak hour and 690 during the PM peak
hour. When comparing these driveway volumes to the original zoning, it is evident that the
rezoning will substantially reduce daily and PM peak hour traffic, while only modestly increasing
AM peak hour traffic by only 25 vehicles per hour. After pass-by reductions are applied,
approximately 6,140 new daily trips are anticipated to be added to the surrounding roadway
network which is an even greater reduction when compared to the original zoning.
4.3 Adjacent Approved Development Proposed Trip Generation
Through discussion with Isle of Wight County, it was determined that the following approved
developments in the vicinity of the proposed Eagle Harbor Tract 8 development would be
considered in the analysis:
Benn’s Grant (25%)
St. Luke’s Village (25%)
Riverside Medical Center (25%)
The Crossings (50%)
Red Oaks (60%)
Bridge Point Commons (25%)
Norsworthy (100%)
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 14 of 45
Any additional redevelopment or smaller development that might take place before the build-out of
the Eagle Harbor Tract 8 development will be accounted for in the annual growth rate used to
generate the background traffic volumes. The percentages listed above indicate the portion of the
development’s site traffic applied to the network for this TIA due to the varying build-out years of
the background developments when compared to the anticipated two-year build-out of Eagle
Harbor Tract 8.
Benn’s Grant is a mixed-use planned development community located adjacent to the intersection
of Benn’s Church Boulevard and Brewer’s Neck Boulevard (U.S. Route 258). Based on the traffic
impact analysis prepared by Kimley-Horn and Associates, Inc. dated May 2009, the proposed
development will consist of 240 apartment units, 40 single-family attached
condominiums/townhomes, 280 single-family detached homes, approximately 533,000 ft2 of retail,
a 100-room hotel and nine outparcels to potentially include a bank, pharmacy, convenience market
with gasoline and restaurants.
St. Luke’s Village is a proposed mixed-use development with residential and specialty retail
components located along Brewer’s Neck Boulevard. Based on the traffic impact analysis prepared
by Landmark Design Group, Inc. dated October 2007, the redevelopment will consist of
approximately 465 residential units and 180,450 ft2 of specialty retail space.
The proposed rezoning for the Frank property considers only a portion of this property. Based on
information provided by the County this redevelopment will consist of approximately 79,200 ft2 of
mini-warehouse (self-storage), 4,200 ft2 of retail space, and 2,400 ft2 of general office space.
Riverside Medical Center is a proposed medical facility located at the intersection of Benn’s
Church Boulevard and Brewer’s Neck Boulevard. Based on the traffic impact analysis prepared by
Landmark Design Group, Inc. dated July 2008 and revised September 2008, the proposed
development will consist of 30,000 ft2 of medical offices and 50,000 ft2 of medical clinic including
emergency services, imaging, and ambulatory surgery.
The Crossings is a proposed commercial development located at the intersection of Brewer’s Neck
Boulevard and Carrollton Boulevard with frontage along the east side of Carrollton Boulevard.
According to the traffic impact analysis prepared by DRW Consultants, LLC and dated December
of 2010, the proposed development will include approximately 234,400 ft2 of retail space and 240
apartment units.
The Red Oaks Mobile Home Park expansion is a 70-acre expansion to the existing Red Oaks
Mobile Home Park located on the east side of Turner Road between Benn’s Church Boulevard and
Muddy Cross Drive. According to the traffic impact analysis prepared by Landmark Design Group,
Inc. dated June 2001 and revised June 2007, the proposed expansion includes an additional 191
mobile home lots.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 15 of 45
Bridge Point Commons is a proposed mixed-use development with residential, assisted living, and
retail components located in the southwest quadrant of the Carrollton Boulevard/Deep Bottom
Drive intersection. Based on the traffic impact analysis prepared by Kubilins Transportation Group,
Inc. dated June 2007, this development will consist of 46,000 ft2 of retail space, a 120-bed assisted
living facility, 230 condominium units, and a convenience store with fuel station. Kimley-Horn
was advised by the County, that the 120-bed assisted living facility was not approved as part of the
Bridge Point Commons development. To remain conservative, the anticipated trips from this 120-
bed facility are still included as part of the additional development traffic in this traffic impact
analysis.
Norsworthy is a residential development located along Brewer’s Neck Boulevard at Norsworthy
Drive. Based on discussions with Isle of Wight County staff, the existing zoning for this site would
allow for 42 single family homes. Table 3 summarizes the proposed new trips that will be
generated by the other approved developments in the vicinity of the Eagle Harbor Tract 8
development as documented in the previous studies.
Table 3 – Traffic Generation—Additional Developments
Development Daily AM Peak Hour PM Peak Hour
In Out Total In Out Total
Benn's Grant (25%) 7,628 199 211 410 342 335 677
St. Luke's Village (25%) 1,736 99 46 145 62 118 180
Riverside Medical Center (25%) 674 36 10 46 18 49 67
The Crossings (50%) 5,013 76 84 160 250 239 489
Red Oaks (60%) 572 9 40 49 41 25 66
Bridge Point Commons (25%) 1,200 36 42 78 66 62 128
Norsworthy (100%) 400 8 24 32 27 16 43
Total Additional Development
Trip Generation 17,223 463 457 920 806 844 1,650
Trips associated with the seven additional developments described above were assigned to study
area intersections as detailed in the corresponding traffic impact analyses. Most studies included the
Carrollton Boulevard/Brewer’s Neck Boulevard intersection, but did not continue their study area
north along Carrollton Boulevard. The additional development site trips were carried through the
entire Eagle Harbor Tract 8 development study area based on the specific land uses and
assumptions regarding distribution derived from the Eagle Harbor Tract 8 development trip
distribution. The total trip assignment for all additional developments being considered in this
analysis is illustrated in Figure 6.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 16 of 45
5.0 Traffic Distribution
The directional distribution and assignment of trips generated by the proposed development is
based on a review of existing roadway volumes, an understanding of travel patterns within the
study area, and from assumptions of travel patterns for each land use within the development.
Based on the review of the above mentioned sources as well as conversations with Isle of Wight
County staff, distributions were developed separately for the residential and retail components of
the mixed-use site. The assumptions in travel patterns used for this analysis are similar to those in
the previous studies. The following trip distribution patterns apply to the full build-out (2014)
development conditions:
Residential Land Uses
50% to/from the north on Carrollton Boulevard
50% to the south on Carrollton Boulevard
35% from the south on Carrollton Boulevard
15% from the west on Smith’s Neck Road
Commercial Land Uses
35% to/from the north on Carrollton Boulevard
65% to the south on Carrollton Boulevard
50% from the south on Carrollton Boulevard
15% from the west on Smith’s Neck Road
For this TIA, it was assumed that traffic would only enter the site from the west on Smith’s Neck
Road since the access driveway along Smith’s Neck Road is proposed per the Eagle Harbor access
management plan as a right-in/right-out only site access driveway. It was assumed that all traffic
leaving the site destined back towards the west on Smith’s Neck Road would travel south on
Carrollton Boulevard to Brewer’s Neck Boulevard and proceed west from there. The anticipated
Eagle Harbor Tract 8 development traffic distribution and trip assignment for residential land uses
and commercial land uses are illustrated in Figures 7 and 8, respectively.
North
Not To Scale
FIGURE
6
Additional Development
Site Trips
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF
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[24,300]
Legend
-Turning Movement
-Unsignalized Intersection
-Signalized Intersection
-AM [PM] Peak Hour Turning
Movement Volumes
-Average Weekday Daily Traffic
XX [XX]
[XXXX]
Eagle Harbor Tract 8
Isle of Wight County, Virginia
North
Not To Scale
FIGURE
7
Residential
Trip Distribution
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF
AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.
Legend
-Turning Movement
-Unsignalized Intersection
-Signalized Intersection
-Inbound (Outbound) Trip Distribution
-Directional DistributionXX%
XX%(XX%)
Eagle Harbor Tract 8
Isle of Wight County, Virginia
35%
(50%)
50%
(50%)
15%
North
Not To Scale
FIGURE
8
Commercial
Trip Distribution
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF
AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.
Eagle Harbor Tract 8
Isle of Wight County, Virginia
Legend
-Turning Movement
-Unsignalized Intersection
-Signalized Intersection
-Inbound (Outbound) Trip Distribution
-Directional DistributionXX%
XX%(XX%)50%
(65%)
35%
(35%)
15%
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 20 of 45
6.0 Site Access and Traffic Assignment
Three unsignalized access points will be provided for the site, one each along Carrollton Boulevard,
Smith’s Neck Road, and Northgate Drive. The driveways proposed along Carrollton Boulevard and
Smith’s Neck Road will provide right-in/right-out access only while the driveway on Northgate
Drive will be a full movement intersection.
Traffic associated with the proposed development is expected to come from Carrollton Boulevard
and Smith’s Neck Road. Trips entering and exiting the site were assigned to the three external
access points on Carrollton Boulevard, Northgate Drive, and Smith’s Neck Road based on the
specified land uses.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 21 of 45
7.0 Projected Traffic Volumes
7.1 Background Traffic Growth
Background traffic growth is the increase in traffic volumes due to usage increases and non-specific
growth throughout an area. One method of determining reasonable growth rates for an area is to
research past traffic counts for a roadway or intersection. Based on historical VDOT and Isle of
Wight County data, our understanding of planned developments in the area, and conversations with
Isle of Wight County staff, study area traffic volumes are anticipated to grow at a rate of 1.5 percent
per year.
In addition to the 1.5 percent growth rate applied per year, traffic associated with adjacent,
approved developments as discussed in Section 4 was applied to the roadway network. As
mentioned in Section 4, assumptions regarding trip generation, trip distributions, and trip
assignment remained consistent with the original traffic studies.
7.2 Total Traffic
To obtain total 2014 No Build traffic volumes, existing traffic volumes along Carrollton Boulevard
were incrementally grown using the aforementioned 1.5 percent annual growth rate.
In addition to the historic growth rate, the anticipated trip generation potential for the proposed
developments described in Section 4 – Traffic Generation and illustrated in Figure 6 were added
to projected traffic volumes to calculate the total background traffic volumes.
Once the background traffic volumes were established, traffic associated with the proposed Eagle
Harbor Tract 8 mixed use development was added to develop total traffic volumes for the 2014
Build scenario. The following figures illustrate future turning movement volumes:
Figure 9 – 2014 AM peak hour Turning Movement Volumes
Figure 10 – 2014 PM peak hour Turning Movement Volumes
North
Not To Scale
FIGURE
9
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF
AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.
Future (2014) AM Peak
Hour Traffic Volumes
Eagle Harbor Tract 8
Isle of Wight County, Virginia
Legend
-Turning Movement
-Signalized Intersection
-Unsignalized Intersection
-Background (Site Traffic)[Total]XX (XX) [XX]
See Inset
Inset
FIGURE
10
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF
AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.
Future (2014) PM Peak
Hour Traffic Volumes
Eagle Harbor Tract 8
Isle of Wight County, Virginia
Legend
-Turning Movement
-Signalized Intersection
-Unsignalized Intersection
-Background (Site Traffic)[Total]XX (XX) [XX]
North
Not To Scale
Inset
See Inset
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 24 of 45
8.0 Intersection Operational Analysis
Capacity analysis for the signalized and unsignalized intersections in the AM and PM peak hours
were performed for the following scenarios:
Existing
2014 No Build
2014 Build (with the proposed development)
Analyses were completed to determine the operating characteristics of study area intersections and
roadways using Synchro Professional 7.0, which uses methodologies contained in the 2000
Highway Capacity Manual (HCM) [TRB Special Report 209, 2000].
Intersection turning movement counts were used with information about the number of lanes and
traffic control to determine existing and future levels of service. Level of service (LOS) describes
traffic conditions in the amount of traffic congestion at an intersection or on a roadway. LOS
ranges from A to F- A indicating a condition of little or no congestion and F a condition with severe
congestion, unstable traffic flow, and stop-and-go conditions. For intersections, LOS is based on
the average delay experienced by all traffic using the intersection during the busiest (peak) 15-
minute period. LOS A through LOS D are considered acceptable.
Each of the aforementioned scenarios was analyzed during the weekday AM and PM peak hours.
Given the existing settings, cycle lengths, splits, and offsets were maintained in the existing
scenario. In the future no-build and build scenarios, cycle lengths, splits, and offsets were optimized
to reflect a best case timing scenario for a coordinated signal system. The results are presented in
the following summaries and on figures as follows:
Figure 11 – Existing Level of Service
Figure 12 – 2014 No Build Level of Service
Figure 13 - 2014 Build Level of Service
Supporting calculations are presented in the Appendix.
FIGURE
11
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF
AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.
Eagle Harbor Tract 8
Isle of Wight County, Virginia Existing (2012) Level of
Service
D (D)
D (C)
C (F)
North
Not To Scale
Legend
X (X)
-Existing Laneage
-Unsignalized Intersection
-AM (PM)Peak Hour LOS
-AM (PM)Peak Hour Signalized Intersection LOSX(X)
FIGURE
12
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF
AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.
Eagle Harbor Tract 8
Isle of Wight County, Virginia Future (2014) No Build
Level of Service
Legend
X (X)
-Existing Laneage
-Unsignalized Intersection
-AM (PM)Peak Hour LOS
-AM (PM)Peak Hour Signalized Intersection LOSX(X)
D (C)
C (C)
B (C)
North
Not To Scale
FIGURE
13
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF
AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.
Eagle Harbor Tract 8
Isle of Wight County, Virginia Future (2014) Build-Out
Level of Service
Legend
D (E)
D (E)
B (E)
X (X)
-Existing Laneage
-Recommended Laneage
-AM (PM)Peak Hour LOS
-AM (PM)Peak Hour Signalized Intersection LOSX(X)
North
Not To Scale
See Inset
Inset
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 28 of 45
8.1 Carrollton Boulevard/Northgate Drive
This unsignalized intersection currently provides the following laneage:
Carrollton Boulevard (northbound)—one exclusive left-turn lane, two exclusive through
lanes, and one exclusive right-turn lane
Carrollton Boulevard (southbound)— one exclusive left-turn lane, two exclusive through
lanes, and one exclusive right-turn lane
Northgate Drive (eastbound)—one shared left-turn and through lane and one exclusive
right-turn lane
Northgate Drive (westbound)—one shared left-turn, through and right-turn lane
The existing Carrollton Boulevard/Northgate Drive intersection operates at overall LOS A with the
vast majority of traffic on the uncontrolled northbound and southbound through movements. It is
important to note, however, that minor side street traffic can experience relatively high periods of
delay during the PM peak hour resulting in a LOS F operational condition. This is primarily due to
the heavy mainline through movements during the PM peak hour which provide very few gaps for
minor street traffic to make a left-turn under unsignalized control.
With the increment of background traffic growth and traffic associated with previously approved
developments, the overall intersection is expected to deteriorate to LOS B during the PM peak hour
with a substantial increase in delay for the eastbound minor street approach. This again reflects the
inability of minor street traffic to find acceptable gaps in mainline traffic to make a turning
movement from Northgate Drive.
Under 2014 build conditions the unsignalized intersection is expected to encounter overall LOS B
during the AM peak hour and LOS C during the PM peak hour. During the AM peak hour the
southbound Northgate Drive left-turn movement is anticipated to encounter LOS E, while during
the PM peak hour the same movement will encounter LOS F with potentially significant periods of
delay. As with existing and no-build conditions this is primarily the result of limited gaps in
approaching traffic traveling southbound along Carrollton Boulevard. However, these notable
periods of delay are primarily confined to the AM and PM peak periods.
Due to the relatively low volumes of traffic for the Northgate Drive approach to the intersection
throughout the course of the day, a traffic signal is not recommended at this time. As additional
development occurs and should side street traffic increase over the course of the day creating
additional periods of demand, signalization of the intersection should be given further
consideration.
Table 4 shows levels of service and delay for the intersection under existing 2012, 2014 no build,
and 2014 build-out conditions. Detailed level of service calculations are provided in the Appendix.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 29 of 45
Table 4 – Carrollton Boulevard/Northgate Drive Intersection LOS
Scenario Overall
LOS
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
LT/TH RT LT/TH/RT LT TH RT LT TH RT
AM Peak Hour
2012 Existing A
(0.8)
C
(24.8)
B
(10.5)
A*
(0.0)
A
(8.9)
A
(0.0)
A*
(0.0)
B
(12.5)
A
(0.0)
A
(0.0)
2014 No
Build
A
(0.7)
D
(28.0)
B
(10.8)
A*
(0.0)
A
(9.2)
A
(0.0)
A*
(0.0)
B
(13.6)
A
(0.0)
A
(0.0)
2014 Build A
(1.4)
E
(35.5)
B
(11.7)
A*
(0.0)
A
(9.6)
A
(0.0)
A*
(0.0)
B
(13.6)
A
(0.0)
A
(0.0)
PM Peak Hour
2012 Existing A
(1.5)
F
(267.5)
C
(17.8)
A*
(0.0)
C
(15.9)
A
(0.0)
A*
(0.0)
A*
(0.0)
A
(0.0)
A
(0.0)
2014 No
Build
A
(3.0)
F
(> 300)
C
(21.3)
A*
(0.0)
C
(19.7)
A
(0.0)
A*
(0.0)
A*
(0.0)
A
(0.0)
A
(0.0)
2014 Build C
(9.7)
F
(>300)
E
(45.3)
A*
(0.0)
E
(39.1)
A
(0.0)
A*
(0.0)
A*
(0.0)
A
(3.0)
A
(0.1)
Source: Kimley-Horn and Associates, Inc.
*Westbound movement had 0 volume during peak hour.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 30 of 45
8.2 Carrollton Boulevard/Smith’s Neck Road
This signalized intersection currently provides the following laneage:
Carrollton Boulevard (northbound) – one exclusive left-turn lane, two exclusive through
lanes, and one exclusive right-turn lane
Carrollton Boulevard (southbound) – one exclusive left-turn lane, two exclusive through
lanes, and one exclusive right-turn lane
Smith’s Neck Road (eastbound) – one exclusive left-turn lane, one shared through and left-
turn lane, and one exclusive right-turn lane
Site Driveway (westbound) – one shared through/left-turn lane and one exclusive right-turn
lane
Under existing conditions, this intersection functions at an overall LOS D in both the AM and PM
peaks. The highest delays are encountered by the minor street approaches and major street turning
movements with at least one failing movement on each approach during the PM peak hour. With
optimized signal timings under future 2014 no build conditions, operations are expected to improve
slightly during the PM peak hour with overall LOS improving from LOS D to C due to increased
green time for the extremely heavy mainline through volumes. Minor street delays generally
increase due to the increased through volumes associated with the anticipated background growth.
It is important to note that while an overall LOS C can be achieved under PM peak hour conditions
by assigning the vast majority of green time to the heavy through movement, the intersection is at a
volume-to-capacity ratio of 0.95 which indicates that any additional increase in traffic will likely
cause the intersection to fail completely.
With the addition of traffic associated with the Eagle Harbor Tract 8 development, the intersection
improves to LOS C during the AM peak hour but experiences a modest increase in delay during the
PM peak hour and dropping to LOS E. It should be noted, however, that because of projected
background traffic growth stemming from planned or approved developments in the area the
Carrollton Boulevard through movements are very near capacity. Therefore, even the relatively
small increase in traffic associated with the Eagle Harbor Tract 8 Development results in a
deceptively notable increase in delay. For example, the Eagle Harbor Tract 8 Development results
in an additional 200 vehicles entering the intersection during the peak hour. This is a relatively
minute increase (approximately 5%) when compared to the total of over 3,700 vehicles entering the
intersection during the PM peak under no-build conditions. Therefore the relatively large increases
in delay when comparing the no-build results to the build scenario are a function of an incremental
increase in traffic pushing the intersection over capacity which causes delay to increase
exponentially.
During the development of this TIA, VDOT indicated that an operational and safety study of the
corridor had been completed. The results of the study recommended the consideration of installing
flashing yellow arrow left-turn signals to better accommodate mainline left-turns, specifically the
ability to allow protected-permissive left-turn operations at key signalized intersections along the
Carrollton Boulevard corridor including at the Smith’s Neck Road intersection.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 31 of 45
As a part of the TIA review and response process with Kimley-Horn, VDOT requested that a LOS
comparison be included with this revised TIA to assess the impacts of installing flashing yellow
arrows for mainline left-turns at the Carrollton Boulevard/Smith’s Neck Road intersection versus a
dual-left turn lane improvement for the northbound Carrollton Boulevard approach. To address this
request, the signal at the Carrollton Boulevard/Smith’s Neck Road intersection was analyzed under
protected/permissive operations using the “Dallas Protected/Permissive” function of Synchro. This
left-turn treatment was used in Synchro to model the ability of the flashing yellow left-turn to
operate in a lead/lag configuration without creating a yellow trap situation.
Under the flashing yellow arrow protected/permissive operations scenario, the intersection sustains
LOS D during the AM peak hour and LOS E during the PM peak hour. During the AM peak hour,
LOS for the eastbound and westbound approaches of Smith’s Neck Road to the Carrollton
Boulevard intersection remain about the same. However, the northbound and southbound left-turn
movements experience notable improvements in operational LOS. During the PM peak hour, LOS
for the eastbound approach is expected to encounter a reduction in LOS, however the westbound
approach of Smith’s Neck Road remains approximately same. The southbound left-turn movement
under protected/permissive operations improves significantly while the northbound left-turn
movement experiences a notable degradation in operational LOS when compared to the dual left-
turn lane scenario. However, this reduction in LOS for the northbound left is offset by the favorable
improvement in LOS for the southbound through movement, a significant volume of traffic being
processed by the signalized intersection during this time of the day. The reallocation of a portion of
the green time previously assigned to the northbound left-turn phase under protected only
operations, back to the southbound mainline as a result of providing a protected/permissive
operation is beneficial to mainline progression and general mainline operations.
In addition to the potential for improving southbound mainline progression during the PM peak
hour it is also anticipated that the provision of protected/permissive operations will mitigate delay
for exclusive left-turn movements during off-peak operations. This will further enhance the overall
operational efficiency of the signalized intersection throughout the course of the day.
Table 5 shows levels of service and delay for the intersection under existing 2012, 2014 no build,
and 2014 build-out conditions. Table 6 shows levels of service and delay for the intersection under
2014 build-out conditions with the inclusion of flashing yellow treatment for the northbound and
southbound left-turn movements. Detailed level of service calculations are provided in the
Appendix.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 32 of 45
Table 5 – Carrollton Boulevard/Smith’s Neck Road Intersection LOS
Scenario Overall
LOS
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
LT TH RT LT/TH RT LT TH RT LT TH RT
AM Peak Hour
2012 Existing D
(36.8)
D
(48.9)
D
(49.0)
C
(31.4)
D
(53.6)
D
(51.3)
E
(55.5)
D
(35.2)
B
(19.4)
E
(59.0)
C
(22.5)
C
(26.9)
2014 No Build D
(37.3)
E
(64.3)
E
(66.0)
D
(40.2)
E
(66.7)
E
(64.1)
E
(73.8)
C
(31.0)
B
(17.0)
F
(99.7)
B
(17.6)
A
(3.3)
2014 Build D
(39.1)
E
(65.4)
E
(67.0)
D
(38.6)
E
(66.7)
E
(64.1)
E
(61.0)
C
(33.3)
B
(18.1)
F
(102.3)
B
(19.8)
A
(2.7)
PM Peak Hour
2012 Existing D
(38.7)
E
(60.0)
E
(60.5)
D
(50.3)
E
(63.8)
D
(55.0)
E
(75.2)
B
(17.3)
B
(13.7)
F
(87.6)
D
(35.5)
D
(35.4)
2014 No Build C
(33.3)
F
(107.8)
F
(110.7)
E
(62.8)
F
(100.6)
E
(66.4)
F
(104.1)
B
(13.7)
B
(10.1)
F
(88.8)
C
(21.7)
A
(9.0)
2014 Build E (67.6) F
(98.3)
F
(96.3)
E
(57.9)
F
(85.3)
E
(66.7)
E
(78.7)
B
(14.6)
B
(11.3)
E
(56.9)
F
(101.4)
A
(1.2)
Source: Kimley-Horn and Associates, Inc.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 33 of 45
Table 6 – Carrollton Boulevard/Smith’s Neck Road Intersection LOS with Flashing Yellow
Left-turn Treatments
Scenario Overall
LOS
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
LT TH RT LT/TH RT LT TH RT LT TH RT
AM Peak Hour
2014 Build w/
Flashing
Yellow
D
(38.9)
E
(71.6)
E
(73.6)
D
(39.6)
E
(66.7)
E
(64.1)
B
(17.5)
C
(31.7)
B
(17.3)
B
(13.4)
B
(17.1)
B
(12.6)
PM Peak Hour
2014 Build w/
Flashing
Yellow
E
(71.8)
F
(194.2)
F
(188.7)
E
(61.9)
F
(85.3)
E
(66.7)
F
(138.7)
B
(12.4)
A
(9.6)
A
(7.7)
F
(85.8)
A
(6.7)
Source: Kimley-Horn and Associates, Inc.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 34 of 45
8.3 Carrollton Blvd/Eagle Harbor Pkwy/King’s Crossing Way
This signalized intersection currently provides the following laneage:
Carrollton Boulevard (northbound) – one exclusive left-turn lane, two exclusive through
lanes, and one exclusive right-turn lane
Carrollton Boulevard (southbound) – one exclusive left-turn lane, two exclusive through
lanes, and one exclusive right-turn lane
Eagle Harbor Parkway (eastbound) – one shared left-turn/through lane and one exclusive
right-turn lane
King’s Crossing Way (westbound) – one shared left-turn/through lane and one exclusive
right-turn lane
Under existing conditions, this intersection functions at an overall LOS D in the AM peak and a
LOS C during the PM peak hour. Under both peak periods, the northbound left-turn movement
experiences a LOS E and both minor street lefts experience LOS D during the AM peak hour and
LOS E under PM peak hour conditions. With optimized signal timings under future 2014 no build
conditions, operations are expected to improve slightly during the AM peak hour with overall LOS
improving from LOS D to C due to increased green time for the extremely heavy through
movement volumes. Minor street delays generally increase due to the increased mainline volumes
associated with the background growth with numerous movements throughout the intersection
deteriorating to LOS F. It is important to note that while an overall LOS C can be achieved under
PM peak hour conditions by assigning the vast majority of green time to the heavy through
movement, six turning movements are failing and the intersection is experiencing a high volume-to-
capacity ratio of 0.93. This indicates that any additional increase in traffic will likely cause the
intersection to fail completely.
With the addition of traffic associated with the Eagle Harbor Tract 8 development, the intersection
experiences a modest increase in delay during the AM peak hour but a more substantial increase in
delay during the PM peak hour. It should be noted, however, that because the Carrollton Boulevard
through movements are very near capacity, the relatively small increase in traffic from the Eagle
Harbor Tract 8 Development results in a deceptively large increase in delay. For example, the Eagle
Harbor Tract 8 Development results in an additional 200 vehicles entering the intersection during
the peak hour. This is a relatively minute increase (approximately 5%) when compared to the total
of approximately 3,700 vehicles entering the intersection during the PM peak under no-build
conditions. Therefore the relatively large increases in delay when comparing the no-build results to
the build scenario are a function of an incremental increase in traffic pushing the intersection over
capacity which causes delay to increase exponentially.
Table 7 shows levels of service and delay for the intersection under existing 2012, 2014 no build,
and 2014 build-out conditions. Detailed level of service calculations are provided in the Appendix.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 35 of 45
Table 7 – Carrollton Boulevard/Eagle Harbor Parkway/King’s Crossing LOS
Scenario Overall
LOS
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
LT/TH RT LT/TH RT LT TH RT LT TH RT
AM Peak Hour
2012 Existing D
(53.1)
D
(54.0)
D
(43.4)
D
(54.1)
D
(51.1)
E
(66.4)
E
(62.9)
B
(17.3)
D
(52.9)
B
(17.1)
C
(20.2)
2014 No Build C
(31.5)
E
(73.0)
E
(56.4)
E
(70.0)
E
(65.1)
F
(82.8)
C
(34.5)
A
(5.4)
F
(80.8)
A
(7.7)
A
(5.5)
2014 Build D
(35.9)
E
(67.7)
E
(55.4)
E
(70.0)
E
(65.1)
E
(74.2)
D
(41.7)
A
(7.5)
F
(98.6)
A
(6.0)
A
(2.0)
PM Peak Hour
2012 Existing C
(23.1)
E
(61.1)
D
(54.4)
E
(61.5)
E
(58.5)
E
(71.2)
A
(8.8)
A
(2.8)
D
(51.1)
C
(26.3)
A
(7.3)
2014 No Build C
(21.5)
F
(86.4)
E
(65.4)
E
(72.9)
E
(68.6)
F
(95.1)
A
(8.2)
A
(2.4)
F
(86.5)
C
(22.7)
A
(1.1)
2014 Build E
(70.4)
F
(83.9)
E
(65.8)
E
(78.0)
E
(69.9)
F
(84.4)
A
(8.0)
A
(5.1)
D
(49.5)
F
(100.4)
A
(1.1)
Source: Kimley-Horn and Associates, Inc.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 36 of 45
8.4 Carrollton Blvd/Whippingham Pkwy/Harbor Point Lane
This signalized intersection currently provides the following laneage:
Carrollton Boulevard (northbound) – one exclusive left-turn lane, two exclusive through
lanes, and one exclusive right-turn lane
Carrollton Boulevard (southbound) – one exclusive left-turn lane, two exclusive through
lanes, and one exclusive right-turn lane
Harbor Point Lane (eastbound) – one shared left-turn/through lane and one exclusive right-
turn lane
Whippingham Parkway (westbound) – one shared left-turn/through lane and one exclusive
right-turn lane
Under existing conditions, this intersection functions at an overall LOS C in the AM peak and at
LOS F in the PM Peak. The intersection experiences failing turning movements under both
scenarios, with the southbound through operating at LOS F with 238 seconds of delay in the PM
peak. With optimized signal timings under future 2014 no build conditions, operations are expected
to improve slightly during both peak periods with overall LOS improving from LOS C to B and
from F to C under the AM and PM peak hours, respectively. This improvement can be attributed to
a longer cycle length with a greater proportion of green time allocated to the extremely heavy
through movements. It is again important to note that while an overall LOS C can be achieved
under PM peak hour conditions by assigning the vast majority of green time to the heavy through
movement, six turning movements are at LOS E or failing and the intersection is at a volume-to-
capacity ratio of 0.94 which indicates that any additional increase in traffic will likely cause the
intersection to fail completely.
With the addition of traffic associated with the Eagle Harbor Tract 8 development, the intersection
experiences a substantial increase in delay in the PM peak. It should be noted, however, that
because the Carrollton Boulevard through movements are very near capacity, the relatively small
increase in traffic from the Eagle Harbor Tract 8 Development results in a deceptively large
increase in delay. For example, the Eagle Harbor Tract 8 Development results in an additional 200
vehicles entering the intersection during the peak hour. This is a relatively minute increase
(approximately 5%) when compared to the total of approximately 3,700 vehicles entering the
intersection during the PM peak under no-build conditions. Therefore, the relatively large increases
in delay when comparing the no-build results to the build scenario are a function of an incremental
increase in traffic pushing the intersection over capacity which causes delay to increase
exponentially. It should be noted that with the proposed signal timing improvements and the
intersection is expected to operating at LOS E under build conditions which is better than LOS F
condition currently experienced during the PM peak hour.
Table 8 shows levels of service and delay for the intersection under existing 2012, 2014 no build,
and 2014 build-out conditions. Detailed level of service calculations are provided in the Appendix.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 37 of 45
Table 8 – Carrollton Boulevard/Whippingham Parkway/Harbor Point Lane LOS
Scenario Overall
LOS
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
LT/TH RT LT/TH RT LT TH RT LT TH RT
AM Peak Hour
2012
Existing
C
(21.4)
E
(57.3)
D
(52.2
D
(53.8)
D
(51.3)
F
(87.7)
C
(22.0)
A
(1.6)
E
(64.5)
A
(8.0)
A
(6.6)
2014 No
Build
B
(10.9)
E
(71.4)
E
(64.9)
E
(67.8)
E
(63.9)
F
(87.0)
A
(8.5)
A
(1.7)
E
(79.5)
A
(6.7)
A
(5.3)
2014 Build B
(15.5)
E
(71.4)
E
(64.9)
E
(67.8)
E
(63.9)
E
(61.1)
B
(14.7)
A
(5.0)
E
(79.5)
A
(6.9)
A
(5.4)
PM Peak Hour
2012
Existing
F
(157.4)
C
(27.8)
C
(27.4)
C
(30.4)
C
(28.2)
D
(36.9)
C
(22.4)
C
(22.4)
C
(33.3)
F
(238.6)
B
(10.7)
2014 No
Build
C
(33.4)
E
(69.7)
E
(68.0)
E
(76.0)
E
(68.4)
E
(79.1)
A
(6.8)
A
(2.0)
E
(78.7)
D
(42.2)
A
(6.3)
2014 Build E
(79.4)
E
(70.8)
E
(69.3)
E
(73.5)
E
(68.4)
E
(69.1)
A
(3.5)
A
(0.3)
F
(89.6)
F
(113.4)
A
(5.9)
Source: Kimley-Horn and Associates, Inc.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 38 of 45
8.5 Northgate Drive/Bridgewater Driveway/Proposed Site Driveway A
The unsignalized intersection currently provides the following laneage:
Bridgewater Access Driveway (northbound) – one shared left-turn, through, and right-turn
lane
Northgate Drive (eastbound) – one shared through and right-turn lane
Northgate Drive (westbound) – one shared left-turn and through lane
Under existing conditions, this intersection functions at an overall LOS A in both the AM and PM
peaks. Since there is no change in traffic volumes under 2014 no build conditions, operations are
expected to remain unchanged from the existing scenario at LOS A for all movements.
Site Driveway A is a proposed access driveway to the Eagle Harbor Tract 8 development and will
intersect Northgate Drive across from the existing Bridgewater access driveway to create a four-
way intersection and provide full access to the proposed development. The proposed intersection
will be stop-controlled for the northbound and southbound approaches to Northgate Drive. Under
2014 build conditions, the critical movements at this intersection (i.e., minor street approaches)
experience very minimal delay and are expected to operate at LOS A under 2014 conditions.
Table 9 shows levels of service and delay for the intersection under 2012 existing, 2014 no build,
and 2014 build-out conditions. Detailed level of service calculations are provided in the Appendix.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 39 of 45
Table 9 –Northgate Drive/Bridgewater Driveway/Proposed Site Driveway A LOS
Scenario Overall
LOS
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
LT/TH/RT LT/TH/RT LT/TH/RT LT/TH/RT
AM Peak Hour
2012
Existing
A
(4.7)
A
(0.0)
A
(3.0)
A
(8.5) --
2014 No
Build
A
(4.7)
A
(0.0)
A
(3.0)
A
(8.5) --
2014 Build B
(4.8)
A
(0.0)
A
(3.0)
A
(8.5)
A
(9.5)
PM Peak Hour
2012
Existing
A
(4.2)
A
(0.0)
A
(4.4)
A
(8.4) --
2014 No
Build
A
(4.2)
A
(0.0)
A
(4.4)
A
(8.4) --
2014 Build A
(5.1)
A
(0.0)
A
(4.4)
A
(8.4)
B
(10.6)
Source: Kimley-Horn and Associates, Inc.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 40 of 45
8.6 Carrollton Boulevard/Proposed RI/RO Driveway B
Site Driveway B is a proposed access driveway to the Eagle Harbor Tract 8 development and will
intersect Carrollton Boulevard to provide right-in/right-out (RI/RO) access. The proposed
intersection should provide the following laneage:
Carrollton Boulevard (southbound) – two exclusive through lanes and one exclusive right-
turn lane
Site Driveway B (eastbound) – one exclusive right-turn lane
The proposed intersection will be stop-controlled for the eastbound approach to Carrollton
Boulevard. Under stop control this intersection’s critical movement (i.e., the minor street approach)
is expected to operate acceptably at LOS B or better under both peak period conditions.
Table 10 shows levels of service and delay for the intersection under 2014 build-out conditions.
Detailed level of service calculations are provided in the Appendix.
Table 10 – Carrollton Boulevard/Proposed RI/RO Driveway B LOS
Scenario
Overall
LOS
Level of Service per Movement by
Approach
(Delay in sec/veh)
Eastbound Southbound
RT RT
AM Peak Hour
2014
Build
A
(0.1)
A
(8.8)
A
(0.0)
PM Peak Hour
2014
Build
A
(0.2)
B
(13.0)
A
(0.0)
Source: Kimley-Horn and Associates, Inc.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 41 of 45
8.7 Smith’s Neck Road/Proposed RI/RO Driveway C
Site Driveway C is a proposed access driveway to the Eagle Harbor Tract 8 development and will
intersect Smith’s Neck Road to provide right-in/right-out access. The proposed intersection should
provide the following laneage:
Site Driveway C (northbound) – one exclusive right-turn lane
Smith’s Neck Road (eastbound) – one exclusive left-turn lane, one shared left-turn/through
lane and one exclusive right-turn lane
The proposed intersection would be stop-controlled for the eastbound approach to Carrollton
Boulevard. Under stop control this intersection’s critical movement (i.e., the minor street approach)
is expected to operate acceptably at LOS B or better under both peak period conditions.
Table 11 shows levels of service and delay for the intersection under 2014 build-out conditions.
Detailed level of service calculations are provided in the Appendix.
Table 11 – Smith’s Neck Road/Proposed RI/RO Driveway C LOS
Scenario
Overall
LOS
Level of Service per Movement by
Approach
(Delay in sec/veh)
Northbound Eastbound
RT RT
AM Peak Hour
2014
Build
A
(0.7)
B
(11.8)
A
(0.0)
PM Peak Hour
2014
Build
A
(0.7)
A
(10.0)
A
(0.0)
Source: Kimley-Horn and Associates, Inc.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 42 of 45
9.0 Conclusions and Recommendations
This TIA examines the traffic impacts associated with the Eagle Harbor Tract 8 development. The
+ 15 acre site is currently zoned Conditional-General Commercial and will be rezoned to facilitate
the proposed development. Three access points to the site are proposed, one each along Carrollton
Boulevard, Smith’s Neck Road, and Northgate Drive. It is anticipated that build-out of the proposed
development will occur no earlier than 2014 (i.e., two years).
The proposed rezoning of the Eagle Harbor Tract 8 development will result in a significant
reduction in daily traffic volumes when compared to those volumes originally anticipated
to occur for the approved development under its current zoning. Not only will there be a
reduction in daily traffic volumes there will also be a reduction PM peak hour traffic.
Although AM peak hour traffic volumes are marginally higher as a result of the rezoning
(primarily due to the introduction of the residential land use versus the retail-only land use)
there is a negligible impact to study area intersection operations. These complimentary land
uses also create more of a balanced traffic demand on the roadway network system. These
complimentary land uses also create more of a balanced traffic demand on the roadway network
system. This TIA has been prepared in coordination with representatives from Isle of Wight County
staff.
To mitigate any potential operational issues and deteriorations in future LOS as a result of this
development, the following recommendations are offered as illustrated in Figure 14:
Carrollton Boulevard/Northgate Drive
Due to only a modest increase in peak hour traffic volumes as well as only modest increases in
traffic volumes anticipated throughout the course of the day in comparison to existing conditions, it
is recommended that the Carrollton Boulevard/Northgate Drive intersection remain unsignalized at
this time.
Northbound Carrollton Boulevard
o No change to existing geometry on this approach
Southbound Carrollton Boulevard
o No change to existing geometry on this approach
Eastbound Northgate Drive
o No change to existing geometry on this approach
Westbound Northgate Drive
o No change to existing geometry on this approach
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 43 of 45
Carrollton Boulevard/Smith’s Neck Road
Traffic signal modification
o The traffic signal equipment and relevant signal timing plans should be
upgraded/modified based on the comparative LOS analysis results found in this
TIA and findings from the VDOT study that recommends the installation of
flashing yellow arrow signal heads to accommodate protected/permissive
operations for exclusive left-turn lanes at key signalized intersections along the
corridor.
Traffic signal phasing and timing plans should be optimized to
accommodate peak hour/off-peak traffic volumes along Carrollton
Boulevard.
Signal coordination improvements should facilitate the progression of
traffic along Carrollton Boulevard.
o Based on the VDOT review and recommendation of the flashing yellow arrows to
accommodate protected/permissive operations it is concluded that VDOT will be
responsible for the acquisition and installation of the necessary traffic signal
equipment and the upgrading of all applicable signal timing plans. This is assumed
since the proposed improvements will be necessary at multiple intersections and
thus beyond the scope of responsibility for the Eagle Harbor Tract 8 development.
o Additionally, it is assumed that VDOT has conducted all relevant analyses to
confirm the safety of protected/permissive operations at this intersection and other
signalized intersections along the Carrollton Boulevard corridor where the flashing
yellow arrow improvement is being proposed or planned for implementation.
Northbound Carrollton Boulevard
o No change to existing geometry on this approach
Southbound Carrollton Boulevard
o No change to existing geometry on this approach
Eastbound Smith’s Neck Road
o No change to existing geometry on this approach
Westbound Smith’s Neck Road
o No change to existing geometry on this approach
Northgate Drive/Bridgewater Access Driveway/Site Driveway A
Northbound Bridgewater at Eagle Harbor Access Driveway
o No change to existing geometry on this approach
Southbound Site Driveway A
o Construct one inbound receiving lane 16 feet in width and one outbound lane 14
feet in width.
Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013
Page 44 of 45
o Configure outbound laneage to reflect one shared left-turn/through/right-turn lane
o Provide STOP control
o Align approach with existing driveway serving Bridgewater at Eagle Harbor
development
Eastbound Northgate Drive
o No change to existing geometry on this approach
Westbound Northgate Drive
o Extend the existing outside merge lane approximately 150 feet to become an
exclusive right-turn lane at the proposed intersection
Carrollton Boulevard/Proposed RI/RO Driveway B
Northbound Carrollton Boulevard
o No change to existing geometry on this approach.
Southbound Carrollton Boulevard
o Construct one exclusive right-turn lane with 200 feet of storage and a 150 foot
taper.
Eastbound Proposed RI/RO Driveway B
o Construct one inbound receiving lane 16 feet in width and one outbound lane 14
feet in width.
o Provide STOP control on outbound (driveway) approach
o Curb radii through the channelized section should be a minimum of 50 feet
o Provide raised concrete island to delineate right-in and right-out movements
Smith’s Neck Road/Proposed RI/RO Driveway C
With the construction of the proposed RI/RO Driveway C, extend the existing concrete
median along Smith’s Neck Road approximately 100 feet to the west of its current location.
This will discourage the right-out and U-turn movement traffic is currently making as it
exits the adjacent Eagle Harbor Shopping Center.
Eastbound Smith’s Neck Road
o No change to existing geometry on this approach.
Westbound Smith’s Neck Road
o No change to existing geometry on this approach.
Northbound Proposed RI/RO Driveway C
o Construct one inbound receiving lane 16 feet in width and one outbound lane 14
feet in width.
o Configure outbound laneage to reflect right-turn only
o Provide STOP control on outbound (driveway) approach
FIGURE
14Recommended Laneage
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF
AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.
Legend
-Existing Laneage
-Recommended Laneage
-Unsignalized Intersection
-Signalized Intersection
-Turn-Lane Storage Bay LengthXXX’
Eagle Harbor Tract 8
Isle of Wight County, Virginia
North
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NOTE:
ISLE OF WIGHT COUNTY
APPLICATION FOR CONDITIONAL REZONING
FOR
EAGLE HARBOR APARTMENTS TRACT 8
PREPARED BY
Timmons Group
PREPARED FOR
BREEDEN INVESTMENT PROPERTIES, INC.
DATE
DECEMBER 3, 2012
REVISED
FEBRUARY 19, 2013
REVISED - (UPDATED APPENDIX H & I)
JUNE 10, 2013
CONDITIONAL REZONING APPLICATION
FOR
EAGLE HARBOR APARTMENTS TRACT 8
TABLE OF CONTENTS
COVER LETTER
I. NARRATIVE DESCRIPTION OF PROPERTY…………………………………………. PAGE 1
II. COMMUNITY IMPACT ASSESSMENT
A. BACKGROUND AND SITE ASSESSMENT………………………………….. PAGE 2
B. IMPACT ANALYSIS OF CHANGES IN LAND
USE ON SURROUNDING PROPERTY……………………………………….. PAGE 2
C. ENVIRONMENTAL ASSESSMENT…………………………………………... PAGE 3
D. WATER QUALITY IMPACT ASSESSMENT…………………………………. PAGE 3
E. PUBLIC FACILITIES REPORT………………………………………………... PAGE 4
F. TRAFFIC IMPACT ANALYSIS………………………………………………... PAGE 5
G. FISCAL IMPACT ANALYSIS………………………………………………….. PAGE 5
H. ANALYSIS OF EMPLOYMENT OPPORTUNITIES GENERATED…………. PAGE 5
I. BIKEWAYS AND PATHWAYS ASSESSMENT……………………………… PAGE 5
APPENDIX A – DEED, PLAT OF PROPERTY, SCHEMATIC LAYOUT
APPENDIX B – WATER QUALITY IMPACT ASSESSMENT
APPENDIX C – BACKGROUND SITE ASSESSMENT
APPENDIX D – COMMUNITY IMPACT ASSESSMENT MAPS
APPENDIX E – VEGETATION ANALYSIS
APPENDIX F – DOMINION ELECTRIC TRANSMISSION LINES RIGHT-OF-WAY ENCROACHMENTS
APPENDIX G – USACOE WETLAND IMPACT PERMIT AND WETLAND IMPACT MAPPING
APPENDIX H – FISCAL IMPACT ANALYSIS (PREPARED BY THE WESSEX GROUP LTD.)
APPENDIX I – COUNTY OF ISLE OF WIGHT PROFFER STATEMENT
1 | Page
I. NARRATIVE DESCRIPTION OF PROPERTY
The property to be rezoned is Tax Parcel Identification Number 34-01-003V (IN PART).
Please refer to Appendix A for a copy of the deed for this property. The entirety of the parcel is
zoned Conditional – General Commercial (C-GC). 15.80 acres are to be rezoned from C-GC to
C-PD-R to accommodate the proposed multifamily use.
The property to be rezoned is bound to the north by a 130’ Dominion Virginia Power
right-of-way easement. To the south, the property is bound by Carrollton Boulevard (Route
17/32/258), a commercial development, and an undeveloped parcel. To the east, the property is
bound by Smiths Neck Road (State Route 669) and the Eagle Harbor Shopping Center. To the
west, the property is bound by Northgate Lane and the Bridgewater at Eagle Harbor
Condominiums.
The subject property itself is currently a wooded, relatively flat site with slopes generally
between 0.5-2%. The majority of the site appears to drain to an existing 18” culvert at the
approximate midpoint of the southern parcel boundary line, underneath Route 17, and ultimately
to the floodplain to the south. The site contains wetlands, but is not located in a floodplain and
does not contain a documented Resource Protection Area (RPA).
2 | Page
II. COMMUNITY IMPACT ASSESSMENT
A. Background Site Assessment
Due to the level of detail in the Background Site Assessment that document has been
provided as Appendix C of the rezoning binder.
B. Impact Analysis of Change in Land use on Surrounding Properties
The following is a summary of the impacts that the change in land use will have on
adjacent properties. Various items of concern have been focused on in the text that
follows; however, in general the land use change from GC to PD-R will have minimal if
not less impact on the surrounding properties than by-right construction.
Aesthetics - The change in zoning from GC to the proposed PD-R and the subsequent
development of a multifamily project will not adversely affect the aesthetics of the
area as the proposed product will be visually compatible with nearby multifamily
residential developments. The proposed multifamily project will meet the open
space, recreational space, and landscape requirements as required in the zoning
ordinance.
Vegetation - The existing site is almost entirely vegetated. The proposed
development will preserve to the extent practical the existing vegetation located in the
setbacks, including the 50’ front yard setback adjacent to Smiths Neck Road and the
50’ visual buffer adjacent to US Route 17 and 258. In areas where disturbance occurs
in the setbacks and in the internal areas of the site, landscaping will be designed and
installed per county requirements. An existing vegetation report has been completed
and can be found in Appendix E.
Stormwater - The impact on stormwater runoff should be minimal as water quality
will be treated using Best Management Practice facilities. The BMP design will be
compliant with state and local standards for quantity and quality management.
Furthermore, a Water Quality Impact Assessment has been completed and is attached
as Appendix B of the rezoning binder. During construction activities, soil erosion
will be managed with the use of erosion control practices per state and local
standards. These erosion control measures include but are not limited to: sediment
traps, sediment basins, diversions, dust control, silt fence, construction entrances,
temporary seeding, and other measures of temporary soil stabilization as shown on
the E&S plans. In general, a commercial development typical of the existing GC
zoning would have a greater impact on the stormwater quality than the proposed PD-
R zoning. The residential use will result in less impervious area to ultimately be
constructed on the subject property.
3 | Page
Noise, Air, and Light - Noise, air and light impacts will have minimal bearing on
surrounding properties. Considering the existing ambient noise level from Route 17
(posted speed limit of 45 mph) and the fact that construction will generally occur
during daytime business hours, the resulting noise pollution should have a nominal
impact on nearby residents.
Air quality impacts resulting from construction activities can be reduced through the
utilization of the standard erosion control practices mentioned above, specifically dust
control. These will help to prevent airborne transport of dust and sediment. A
Stormwater Pollution Prevention Plan will be developed prior to filing for the VPDES
permit for construction activities. This SWPPP plan will also address reduction of
construction pollution on the surrounding land. Once the construction is completed
the air quality impact should be no greater impact than the existing commercial
zoning would allow.
The impact of light pollution should be less than or equal to lighting that would result
from development under the existing zoning as well. The site will have lighting as
required by code for life, health, and safety purposes. The residential use will
typically generate a more passive lighting program than a commercial site. As such,
the potential for light trespass onto adjacent property should be reduced with the
change in zoning. The required buffers along the adjacent roadways will help prevent
site lighting from affecting motorists, as landscaping will provide a visual barrier.
Water Pollution - Pollution of natural water resources, groundwater, and potable
water supply would be of minimal impact as any stormwater will be treated for water
quality before it is discharged back into the environment. This should contribute to
no net increase of pollution to the tributary system, ground water, and potable water
supply. As mentioned above, the reduction in impervious area afforded by the
residential use should permit less water pollution than the current GC zoning.
Furthermore, the public water supply infrastructure will be protected from
contamination by the installation of backflow prevention devices at all building
locations, irrigation meters, yard hydrants, and other proposed points of domestic
water service.
C. Environmental Assessment
The proposed development is anticipated to impact approximately 5.6 acres of non-tidal
wetlands on Tract 8. These anticipated impacts are covered under an active permit issued
by the USACOE. Please refer to Appendix G for permit documentation and mapping of
the impacted wetlands.
D. Water Quality Impact Assessment
A WQIA has been completed, as required, for this rezoning. It can be found as Appendix
B of the rezoning binder.
4 | Page
E. Public Facilities Report
Many of the public facilities in this area have been upgraded or added in the recent past.
As such, the property is positioned well for the proposed development. In the succeeding
paragraphs, the particular items of concern are discussed.
Sanitary Sewer –The rezoning layout proposes approximately 208 dwelling units on
the subject property. As such, 208 dwellings would result in a peak sewer demand of
112 gpm based HRSD standards (2.5 peaking factor, 310 gpd/unit).
Per design plans by Kimley-Horn and dated 7/10/2002, there is a 16” sanitary force
main on-site and running parallel to Route 17. County GIS mapping indicates that
there is an 8”-10” ductile iron gravity sewer pipe flowing southeast-to-northwest
underneath Northgate Drive to the west of the subject site. The proposed project is
expected to connect to this gravity sewer, which is approximately 12’-14’ deep.
Water – In 2006 R. Stuart Royer and Associates, Inc. prepared a Master Water and
Sewer Plan for Isle of Wight County. Maps from the Master Plan show a 1,000,000
Gallon Water Tank within 2 miles of the site. County GIS data indicates a 16”
waterline on-site and running parallel to Route 17. Adequacy will be proven during
site design once flow test data has been provided and onsite water models are
complete.
Drainage – Stormwater drainage for the site is collected and conveyed via curb and
gutter inlets and storm sewer systems. The stormwater runoff enters into a
stormwater system designed per local and state regulations governing pipe capacity,
maximum velocity, and storm sewer hydraulics. The water will be treated for quality
in a retention BMP that complies with local and state regulations. The water will then
be discharged into adequate outfall receiving channels per MS-19 and local programs.
Schools - The public schools to serve the property are Carrollton Elementary School,
Smithfield Middle School, and Smithfield High School (see map entitled “Isle of
Wight Library and School Locations” in Appendix D of the rezoning binder for
locations). The multi-family development proposed should be of negligible impact to
the existing school infrastructure, as it does not significantly increase the number of
dwelling units prescribed in the overall Eagle Harbor Master Plan.
Libraries - The public library serving the site is the Carrollton Public Library located
adjacent to the Carrollton Elementary School on New Towne Haven Lane (see map
entitled “Isle of Wight Library and School Locations” in Appendix D of the rezoning
binder for location).
Fire and Rescue – The Carrollton Volunteer Fire Department provides fire coverage
for the subject site. The Carrollton VFD is located at 15020 Carrollton Boulevard,
approximately two miles from the site, and also serves the rescue functions for the
northeast portion of the county where the site is located. Additional fire protection is
5 | Page
provided by the Smithfield Volunteer Fire Department located approximately seven
miles away in the town at 1804 S. Church Street in Smithfield. Smithfield also has a
volunteer rescue squad station which is located at 1802A S. Church Street. Please
refer to the map entitled “Isle of Wight Fire, Rescue, and Police Locations” in
Appendix D.
Police – The Isle of Wight County Sheriff’s Office currently provides law
enforcement coverage for the area. The Sheriff’s Office is located at 17110
Monument Circle, off Courthouse Parkway (Route 258), approximately 14.5 miles
from the subject site.
Parks and Recreation - Carrollton Nike Park is located approximately two miles from
the project site on Nike Park Road (see map entitled “Isle of Wight Recreation and
Park Locations” for location). This site contains softball fields, basketball courts, a
children’s playground, senior center, recreation hall, tennis court, soccer, volleyball,
picnic tables and shelter, restrooms, fishing pier, and nature and mountain biking trail.
The park also contains a skate park with variable hours depending on the time of year.
The size and diversity of this park should serve the recreational needs of the proposed
development.
F. Traffic Impact Analysis
A traffic impact analysis has been performed by Kimley-Horne and Associates. Due to
the comprehensive details of that analysis, it has been submitted under separate cover to
the County.
G. Fiscal Impact Analysis
A fiscal impact report has been prepared by The Wessex Group, Ltd., and has been
included in Appendix H of the rezoning case.
H. Analysis of Employment Opportunities
An analysis of employment opportunities has been prepared by The Wessex Group, Ltd.,
and has been included in Appendix H of the rezoning case.
I. Bikeways and Pathways Assessment
Per the “Isle of Wight County Pedestrian and Bicycle Facilities Master Plan,” high
visibility crosswalks, pedestrian signals, and pedestrian lighting are recommended to
improve US 17 pedestrian crossings. This includes intersections in the area around Eagle
Harbor. Raised crosswalks are recommended with this Master Plan. As such, the
proposed rezoning and subsequent multifamily development will comply with local codes
and attempt to create a safe, pedestrian friendly neighborhood.
APPENDIX A
File No: 091039666
BridgeTrust Title Group, formerly Pioneer Title
Agent For
Fidelity National Title Insurance Company
COMMITMENT FOR TITLE INSURANCE
SCHEDULE A
1.Commitment Date: July 02, 2012, 8:00 am
Issue Date: July 12, 2012, 2:20 pm
2.Policy (or Policies) to be issued:POLICY AMOUNT
(a)ALTA OWNER'S POLICY (6-17-06)$1,836,000.00
Proposed Insured:Breeden Investment Properties, Inc.
(b)ALTA LOAN POLICY (6-17-06)
Proposed Insured:
3.Fee Simple interest in the land described in this Commitment is owned, at the Commitment Date, by
Eagle Harbor, L.L.C., a Virginia limited liability company
4.The land referred to in the Commitment is described as follows:
See Exhibit "A" attached hereto and made a part hereof
Countersigned
BridgeTrust Title Group, formerly Pioneer Title
One Columbus Center, Suite 400
Virginia Beach, VA 23462
By__________________________
Authorized Signatory
ALTA Commitment (6/17/06)This commitment is invalid unless the insuring
Provisions and Schedule A and B are attached.
Page 1
Copyright 2006-2009 American Land Title Association. All rights reserved. The user of this Form is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited.
Reprinted under license from the American Land Title Association.
EXHIBIT "A"
ALL that certain lot, piece or parcel of land, with improvements thereon and appurtenances thereto
belonging, lying and being in Isle of Wight County, Virginia, and being known, numbered and designated
as "PARCEL 8, 25.410 ACRES", as shown on that certain plat entitled "SUBDIVISION PLAT OF EAGLE
HARBOR PARCEL 8 ISLE OF WIGHT COUNTY, VIRGINIA", which said plat is duly recorded in the
Clerk's Office of the Circuit Court of Isle of Wight County, Virginia, in Plat Cabinet 2, Slide 142, Pages 13
and 14.
IT BEING part of the same property conveyed to Eagle Harbor, L.L.C., a Virginia limited liability
company by deed from Thomas S. Word, Jr. and Russell T. Aaronson, III, Trustees under the Trust
Agreement dated May 14, 1970, dated February 20, 2001 and recorded February 23, 2001 as Instrument
No. 010809.
ALTA Commitment (6/17/06)This commitment is invalid unless the insuring
Provisions and Schedule A and B are attached.
Page 2
File No: 091039666
Fidelity National Title Insurance Company
COMMITMENT FOR TITLE INSURANCE
SCHEDULE B - SECTION I
REQUIREMENTS
Effective Date: July 02, 2012, 8:00am
The following requirements must be met:
1.Pay the agreed amounts for the interest in the land and/or according to the mortgage to be insured.
2.Pay us the premium, fees and charges for the policy.
3.Documents satisfactory to us creating the interest in the land and/or the mortgage to be insured must be
signed, delivered and recorded:
Proper Deed of Bargain and Sale from Eagle Harbor, L.L.C., vesting fee simple title to a.
the aforedescribed property in Breeden Investment Properties, Inc.
4.You must tell us in writing the name of anyone not referred to in this Commitment who will get an
interest in the land or who will make a loan on the land. We may then make additional requirements or
exceptions.
Receipt of Owners Affidavit and Agreement.5.
Judgments in favor of the United States of America, against the purchaser(s) have been checked. 6.
Those found, if any are listed below.
Cancellation or release of Deed of Trust executed by Eagle Harbor, LLC to William F. Gieg, 7.
Trustee for Horace A. Gray, III, dated February 21, 2001 and recorded in Instrument No.
010000812, securing the principal sum of $2,000,000.00, and interest thereon as to subject
property. Deed of Appointment of Substitute Trustee appointing Russell T. Aaronson, III as
substitute trustee recorded February 8, 2005 as Instrument No. 050000978.
Cancellation or release of the Credit Line Deed of Trust from Eagle Harbor, LLC to Andrew N. 8.
Lock and James R. Ferber, Trustees for Monarch Bank, dated March 30, 2012 and recorded
March 30, 2012 in Instrument No. 120001446, securing the principal sum of $7,040,000.00.
Filing of proper termination statement with respect to Financing Statement No. 12-006 showing 9.
Eagle Harbor, LLC as debtor and Monarch Bank as secured party, filed March 30, 2012 in the
Office of the Clerk of the Circuit Court, Isle of Wight County, Virginia.
Recordation of a new subdivision plat.10.
REAL ESTATE TAX INFORMATION
Parcel ID:34-01-003V
Assessment for 2011/12
ALTA Commitment (6/17/06)This commitment is invalid unless the insuring
Provisions and Schedule A and B are attached.
Page 3
Land Assessment:$4,288,000.00
Building Assessment:$0.00
Total Assessment:$4,288,000.00
Semi-Annual $14,452.10
Paid thru the second half of the Fiscal Year 2011/12.
ALTA Commitment (6/16/06)This commitment is invalid unless the insuring
Provisions and Schedule A and B are attached.
Page 4
File No: 091039666
Fidelity National Title Insurance Company
COMMITMENT FOR TITLE INSURANCE
SCHEDULE B - SECTION II
EXCEPTIONS
Effective Date: July 02, 2012, 8:00am
I.Schedule B of the policy or policies to be issued will contain exceptions to the following matters unless
the same are disposed of to the satisfaction of the Company:
1.Defects, liens, encumbrances, adverse claims or other matters, if any, created, first appearing in the
public records or attaching subsequent to the effective date hereof but prior to the date the proposed
Insured acquires for value of record the estate or mortgage thereon covered by this Commitment.
Real Estate taxes accruing from the beginning of the first half of the fiscal year 2012/2013, 2.
and subsequent semi-annual payments, not yet due and payable.
Easement to Virginia Electric and Power Company as recorded in the Clerk's Office of the 3.
Circuit Court of Isle of Wight County, Virginia, in Deed Book 137, at page 241.
Easements to Virginia Electric and Power Company as recorded in the Clerk's Office of the 4.
Circuit Court of Isle of Wight County, Virginia, as Instrument Nos. 02 464.
Easement to Virginia Electric and Power Company as recorded in the Clerk's Office of the 5.
Circuit Court of Isle of Wight County, Virginia, in Deed Book 143, at page 573.
Easements to Columbia Gas Transmission Corporation as recorded in the Clerk's Office of 6.
the Circuit Court of Isle of Wight County, Virginia, in Deed Book 207, at page 181;
Instrument No. 010806 and Instrument No. 010807.
Twenty (20) foot existing Isle of Wight Utility Easement as shown on the plat recorded in 7.
Plat Cabinet 2, Slide 98, Pages 9-11.
Sixteen (16) foot Private Drainage Easement as shown on the plat recorded in Plat Cabinet 8.
2, Slide 142, Pages 13-14.
Existing twenty-five (25) Public Utility Easement as shown on the plat recorded in Plat 9.
Cabinet 2, Slide 142, Pages 13-14.
Five (5) foot Utility Easement along all side and rear property lines as shown on the plat 10.
recorded in Plat Cabinet 2, Slide 142, Pages 13-14.
Building setback lines as shown on the recorded plat of the subdivision are as follows: 30' 11.
rear and 20' sides.
Any encroachment, encumbrance, violation, variation, or adverse circumstance that would 12.
be disclosed by an accurate and complete land survey of the Land. The coverage afforded
by covered matter 2(c) of the final title policy is hereby deleted.
ALTA Commitment (6/17/06)This commitment is invalid unless the insuring
Provisions and Schedule A and B are attached.
Page 5
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PUMP STATION
#39 IN THIS AREA
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COMMONWEALTH OF VA -
HIGHWAY DEPT
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NOTES:
x LAYOUT AND BUILDING FOOTPRINTS BASED ON
INFORMATION PROVIDED BY JLA ON 11/7/2012
x EXISTING TOPOGRAPHY AND BOUNDARY INFORMATION
SKETCHED FROM EXHIBIT BY TLS, DATED 5/20/05
x WATER INFRASTRUCTURE AND WETLAND INFORMATION
BASED ON ISLE OF WIGHT GIS DATA.
x SANITARY SEWER BASED ON DESIGN PLANS BY
KIMLEY-HORN, DATED 7/10/2002
x THE SITE IS LOCATED WITHIN ZONE X , PER FEMA FLOOD
INSURANCE RATE MAP NUMBER 51093C0160 D,
EFFECTIVE SEPTEMBER 4, 2002.
x EXISTING INFORMATION BASED ON COUNTY GIS, AERIAL
PHOTOGRAPHY, AND DESIGN FILES PROVIDED BY
KIMLEY-HORN ON MARCH 21, 2013.
x OFF-SITE ROAD IMPROVEMENTS SHOWN ARE FOR
INFORMATIONAL PURPOSES ONLY. REFER TO TRAFFIC
IMPACT ANALYSIS PERFORMED BY KIMLEY-HORN, DATED
MARCH 31, 2013.
PR
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SITE SUMMARY
TOTAL SITE AREA: 15.80 ACRES
AREA IN VA POWER EASEMENT: 0.86 ACRES
NET DEVELOPABLE AREA: 14.94 ACRES
MAXIMUM TOTAL UNITS: 209 (14/ACRE)
ONE BEDROOM UNITS: 64
TWO BEDROOM UNITS: 112
THREE BEDROOM UNITS: 36
TOTAL UNITS PROVIDED: 208
(13.92 UNITS/ACRE)
OPEN SPACE REQUIRED: 7.11 ACRES (45%)
OPEN SPACE PROVIDED: 7.73 ACRES (49%)
RECREATIONAL SPACE REQUIRED: 1.78 ACRES
RECREATIONAL SPACE PROVIDED: 2.35 ACRES
TOTAL PARKING SPACES REQUIRED: 540
PARKING PROVIDED (OUTSIDE): 481
PARKING PROVIDED (GARAGES): 80
TOTAL PARKING PROVIDED: 561 VICINITY MAP
1" = 2000'
CURRENT EXISTING PROPOSED
TAX MAP #AREA (AC)ZONING ZONING
34-01-003V (PART)14.91 AC C-GC C-PD-R
SITE
CURRENT OWNER: EAGLE HARBOR LLC
SETBACK/YARD LOCATION
70' BUILDING SETBACK
50' FRONT YARD
20' REAR YARD NORTH GATE DRIVE
15' SIDE YARD AS SHOWN
SMITH'S NECK ROAD
APPENDIX B
WATER QUALITY IMPACT ASSESSMENT
Per the Isle of Wight County Zoning Ordinance (Appendix B-1, Section 4003), a water quality
impact assessment (WQIA) has been prepared for the rezoning of 15.8 acres of land, a portion of the
parcel designated as Tract 8 in the overall Eagle Harbor Master Plan. Tract 8 lies at the western corner of
the intersection of U.S. Route 17 and Smiths Neck Road (State Route 669). The site is currently forested
with delineated wetlands present. Most of the rezoned acreage will be cleared for the project. A
multifamily residential development is proposed, with best management practices planned in the central
portion of the site. Please refer to the preliminary layout exhibit attached in Appendix A for the
approximate location and limits of the basin.
The proposed development is not anticipated to negatively impact the topography and geology of
the site. The ground is relatively flat across the site, with slopes in the 0.5% to 2% range. As the
proposed use is pedestrian-intensive and thus requires gentle slopes, the site design will be similar to the
existing elevations, with minimal areas of cut and fill.
The hydrology of the site will be minimally impacted as well. As previously mentioned, areas of
deep cuts or fills are not anticipated with the design. Following Isle of Wight development standards for
multifamily projects, the proposed design will have significant areas of vegetated, pervious cover to allow
precipitation to infiltrate into the ground. The impervious area will be treated by the proposed stormwater
management facility, designed to the standards required in the Virginia Stormwater Management
Handbook to ensure the hydrology remains similar to that of the existing conditions.
The disturbance or removal of wetlands has not been yet determined as the layout has yet to be
finalized, though it is anticipated that the impact will approximately 5-6 acres. These impacts are allowed
under a current permit issued by the USACOE. Please refer to Appendix G for documentation. Any
disruptions or reductions in the supply of water to wetlands or streams will be kept to a minimum in the
design of the project by diverting adequate levels of water to the appropriate areas. Fill material used on
the site will be that which is similar to that onsite if any offsite fill is required. The location of any offsite
fill material has not yet been determined as the site design has yet to be undertaken. No dredging is
anticipated onsite. A preliminary estimate anticipates a pre-developed pollutant load of 7 lbs/year of
phosphorous and post-development pollutant load of 23 lbs/year of phosphorous as a result of developing
the site from an existing impervious cover of 5% to a developed impervious cover condition of 55-65%.
The increase in impervious cover resulting in the development will be as a result of apartment building
construction, asphalt paving of roads and parking areas, and concrete curbs and sidewalks. In general, a
commercial development typical of the existing C-GC zoning would have a greater impact on the
stormwater quality than the proposed C-PD-R zoning. The residential use should allow for less
impervious area to ultimately be constructed on the subject property. The construction of the project will
likely result in one phase of construction but market demands may ultimately result in phased
construction. The duration of construction will likely last less than one year, however, at this phase in the
project the construction period is difficult to anticipate. At this time, requisite permits have yet to be
determined. All required local, state, and federal permits will be obtained before any construction activity
begins.
Hydrogeological impacts to the area will be mitigated by erosion control measures during
construction and BMPs for the ultimate development. Design of these facilities will be undertaken with
the site plan design, and will consist of a mixture of silt fence, dust control, safety fence, inlet protection,
sediment basin(s) and/or sediment traps, diversions, and other measures as approved for use by the latest
edition of the Virginia Erosion and Sediment Control Handbook.
Considerable vegetation exists on the site. A vegetation analysis has been performed and can be
found in Appendix E of the Rezoning Application Report. The limits of clearing will be further updated
during site plan design. No excess clearing and grading will be performed except that which is required
to develop the project. Specific species of plants to be disturbed or removed will be included with site
plan design as well as proposed landscaping and other mitigation measures. Existing vegetation will be
utilized to the fullest extent practical in the open areas and required buffers.
APPENDIX C
MEMORANDUM
TO: Roger Rodriguez Timmons Group
FROM: Brian Breissinger Timmons Group
RE: Cultural Resources/Threatened and Endangered Species Database
Search Results
Eagle Harbor Tract 8
Isle of Wight County, Virginia
DATE: February 15, 2013
Introduction
Timmons Group searched the online databases of the Virginia Department of
Historical Resources (VDHR), the Virginia Department of Conservation and Recreation
(DCR), and the Virginia Department of Game and Inland Fisheries (DGIF) to provide an
initial assessment of the potential effects that the proposed development at Eagle
Harbor Tract 8 will have on cultural resources or threatened and endangered species.
Cultural Resources
A search was performed of the database maintained by the Virginia Department
of Historical Resources (VDHR) to provide an initial assessment of the potential effects
of the proposed Eagle Harbor Tract 8 project on cultural resources. A search radius of
0.25-miles was queried from the project boundaries to determine whether or not any
cultural resources have been documented within the project area. The results of these
database queries are included as Attachment 1. No cultural resources have been
documented within the project area.
Threatened and Endangered Species
A search was performed on databases maintained by the Virginia Department of
Game and Inland Fisheries (DGIF) and the Department of Conservation and Recreation
(DCR) Natural Heritage Program to gain insight regarding the potential occurrence of
any threatened and/or endangered species in association with the Eagle Harbor Tract 8
project. A search radius of 2-miles was queried from the project boundaries to
determine whether or not any threatened or endangered flora or fauna is known or listed
to occur in the project area. The results of these database queries are included as
Attachment 2. The following state and federally listed species were reviewed by
Timmons Group and their potential occurrence within the vicinity of the project is
summarized below.
Atlantic sturgeon (Acipenser oxyrinchus) is listed as federally endangered and
was last seen in Isle of Wight County in 2007. The Atlantic sturgeon is a large fish that
reaches a length of about 4.3 meters. These fish are anadromous and spend most of
adult life in salt or brackish water areas, which are generally large tributaries of the
Chesapeake Bay. No suitable habitat is present on the Eagle Harbor Tract 8 site.
Loggerhead sea turtle (Caretta caretta) is both state and federally threatened.
There are two likely occurrences of the loggerhead sea turtle in Isle of Wight County.
The loggerhead sea turtle inhabits open water and nests on sandy beaches. No impacts
are proposed to open water or beaches; therefore, no impact to the loggerhead sea
turtle is anticipated from this project.
Piping plover (Charadrius melodus) is both state and federally threatened. There
are no known occurrences of the piping plover in Isle of Wight County. On the Atlantic
coast, the piping plover breeds mainly on gently sloping foredunes and blow-out areas
behind primary dunes of sandy coastal beaches, and on suitable dredge spoil deposits.
The piping plover mainly forages on open flats and beaches. No suitable nesting or
foraging habitat is present on the Eagle Harbor Tract 8 site.
Eastern chicken turtle (Deirochelys reticularia reticularia) is state endangered.
There is one known occurrence of eastern chicken turtle in Isle of Wight County. In
Virginia, the chicken turtle is found in freshwater cypress ponds among forested dunes.
No eastern chicken turtle habitat occurs on the Eagle Harbor Tract 8 site.
Rafinesque’s eastern big-eared bat (Corynorhinus rafinesquii macrotis) is state
endangered. There are two likely occurrences of Rafinesque’s eastern big-eared bat in
Isle of Wight County. The eastern big-eared bat is incidental in Virginia because it has
adapted to temperate, arboreal zones found only in the extreme southeast. In Virginia, a
specimen was found in a hollow cypress snag in the Great Dismal Swamp. The species
is most often found in houses, or sometimes in hollow trees, behind loose bark, in
culverts, or in caves and mines and prefers roosting sites near mature forests and
adjacent to rivers and other permanent bodies of water. Because Rafinesque’s eastern
big-eared bat is incidental in Virginia, and many of the roosting sites are lacking on the
site, there is a low probability that the species occurs on the Eagle Harbor Tract 8 site.
Eastern tiger salamander (Ambystoma tigrinum tigrinum) is state endangered.
There is one known occurrence of eastern tiger salamander in Isle of Wight County.
Breeding habitats include limestone sinkhole ponds and coastal plain vernal pools
associated with wetlands. The terrestrial habitat occurs on substrate suitable for
burrowing, or sandy areas near shallow pools, chiefly in pine savannas. They may
inhabit any type of woodland or marshy grassland and are found in leaf letter, debris and
humus. Because of the rare occurrence of the eastern tiger salamander in Isle of Wight
County, there is a low probability that this species occurs on the site.
Canebrake rattlesnake (Crotalus horridus) is state endangered. There is one
known general occurrence and one known resident occurrence of canebrake rattlesnake
in Isle of Wight County. Canebrake rattlesnakes occupy hardwood and mixed
hardwood-pine forests, cane fields, and the ridges and glades of swampy areas. The
preferred habitat is mature hardwood forests containing numerous logs and a layer of
leaves and humus. They overwinter in the base of hollow trees or in stumps. Unique
habitat associations include downed logs and bottomland hardwoods. They also occupy
natural and anthropogenic open habitats adjacent to forests. Because of the rarity of the
canebrake rattlesnake in Isle of Wight County, there is a low probability that the species
occurs on the Eagle Harbor Tract 8 site.
Peregrine falcon (Falco peregrinus) is state threatened. There is one known
general occurrence and one known resident occurrence of peregrine falcon in Isle of
Wight County. This species is found in terrestrial inland, aquatic and coastal areas and
individuals are presently nesting on artificial platforms on Virginia’s barrier Islands.
Unique habitat also includes bridges/underpasses, utility poles, buildings,
fences/hedgerows, farm ponds, standing snags, rocky outcrops, cliffs/ledges, and
islands. The peregrine falcon almost exclusively nests on rocky cliffs of varying sizes (in
mountainous areas or river gorges, usually associated with water) or on manmade
structures such as unfinished bridge piers, bridges, or skyscrapers. Migrant and
wintering falcons are well known for frequenting coastal estuaries and intertidal mudflats
where they prey heavily on shorebirds and waterfowl. No nesting habitat is present on
the Eagle Harbor Tract 8 site and no impacts are proposed to foraging habitat; therefore,
there is a low probability that this project will impact the peregrine falcon.
Upland sandpiper (Bartramia longicauda) is state threatened. There are two
likely occurrences of upland sandpiper in Isle of Wight County. The preferred habitat of
the upland sandpiper consists of large open grasslands (>100 acres) which are not
extensively grazed or mowed. Adverse impacts to this species are not anticipated due
to the lack of preferred breeding and foraging habitat within the Eagle Harbor Tract 8
site.
Loggerhead shrike (Lanius ludovicianus) is state threatened. There are two likely
occurrences of the loggerhead shrike in Isle of Wight County. This species prefers
areas of grassland that are grazed or mowed occasionally to keep the grass short. An
abundance of perching sites, such as fences, woody vegetation or hedgerows is also
important. This species usually nests in eastern red cedar or hawthorne. No nesting or
foraging habitat is present on the Eagle Harbor Tract 8 site; therefore, no impact to this
species is anticipated as a result of this project.
Mabee’s salamander (Ambystoma mabeei) is state threatened. There is one
known general occurrence and one known resident occurrence of Mabee’s salamander
in Isle of Wight County. Breeding sites in Virginia are fish-free vernal ponds. In Isle of
Wight County the breeding sites are ephemeral coastal plain sinkhole ponds up to 1.5
meters deep with surrounding forests generally composed of hardwoods mixed with
pine. The larval period is spent in ponds. After metamorphosis, the juveniles leave the
ponds for a terrestrial life, returning only to breed. Disruptions of the following habitat
features would disrupt this species: downed logs, burrows, vernal pools, bottomland
hardwoods, and freshwater wetlands. Because of the rarity of Mabee’s salamander and
the lack of high quality habitat within the site, no impact to this species is anticipated as
a result of this project.
Barking treefrog (Hyla gratiosa) is state threatened. There is one known general
occurrence and one known resident occurrence of barking treefrog in Isle of Wight
County. Choruses gather at permanent water, streams, cypress ponds, and bayheads
to breed. All Virginia breeding sites were found in graminoid dominated temporary
ponds. Most of the breeding sites are in open-canopied pools. Reproduction sites used
in Virginia include pocosin wetlands, flooded weedy sites in agricultural areas, weedy
flooded ponds under powerlines, and in coastal plain ephemeral ponds. Swamps,
cypress ponds, pocosins, permanent ponds, vernal pools, or lakes may be used for
breeding habitat. Because of the rarity of the barking tree frog in Isle of Wight County
and the absence of breeding habitat on the site, no impact to this species is anticipated
as a result of this project.
Bald eagle (Haliaeetus leucocephalus) is listed as a state threatened species and
was recently de-listed from the federal list of threatened species. There is one known
general occurrence and one known resident occurrence of bald eagle in Isle of Wight
County. This species prefers coasts, lakes and rivers, and is seen along mountain
ridges in migration. The James, Rappahannock, and Potomac Rivers provide one of the
most important eagle habitats in the state. Most nest sites are found in the midst of
large wooded areas adjacent to marshes or bodies of water, or in isolated trees located
in marshes, on farmland, or in logged over areas where scattered seed trees remain.
Most eagle nests are less than 1.6 km from feeding areas, but some nests are between
1.6 and 3.2 km from the primary food sources. Pines are often the preferred nest trees
in the eastern United States but oaks and other hardwoods are also used in the
Chesapeake Bay area. Wintering areas have many of the same characteristics as the
nest sites. Their habitat usually occurs in undeveloped areas with little human activity.
Bald eagle nests have been documented within 2 miles of the site and a courting pair of
bald eagles was observed less than 1 mile from the site. Because time of year
restrictions are limited to 660 feet from the nest, it is not anticipated that this project will
have any impact on this species.
Migrant loggerhead shrike (Lanius ludovicianus migrans) is a state threatened
species. There are two likely occurrences of this species within Isle of Wight County.
This species prefers open grassland that is grazed or mowed to keep grass short. An
abundance of perching sites such as fences, woody vegetation or hedgerows is also
important. This species usually nests in eastern red cedar or hawthorne. During periods
of cold weather or snow cover, shrikes sometimes move from hedgerow habitats to
woodlots. No suitable habitat is present on the Eagle Harbor Tract 8 site.
Sensitive joint vetch (Aeschynomene virginica) is federally and state threatened.
According to the U. S. Department of Agriculture Plants Database, and the Atlas of the
Virginia Flora, there are no documented occurrences of sensitive joint vetch in Isle of
Wight County. This species occurs in fresh to slightly brackish tidal river shores and
estuarine-river marsh borders usually within 2 meters of the low water mark on raised
banks on peaty, sandy or gravelly substrates. Associated species include Zizania
aquatica, Peltandra virginica, Pontederia cordata, Bidens laevis, Polygonum arifolium,
Polygonum saggitatum, and Leersia oryzoides. Bare to sparsely vegetated substrates
appear to be a habitat feature of critical importance for establishment and growth. Low
quality sensitive joint vetch habitat occurs on site.
Harper’s fimbristylis (Fimbristylis perpusilla) is state endangered. The species
occurs on muddy bottoms and silty margins of drying pine barren ponds and coastal
plain blackwater rivers; seasonally exposed mudflats along pond margins, river shores,
and in the center of seasonal ponds; silty sandbars in rivers. Found in partial shade to
full sun. Requires seasonally fluctuating water levels and only germinates in years with
suitable inundation/exposure cycles. The substrate must be neither dried out nor
covered by advancing waters during the seedling establishment period. There is no
Harper’s fimbristylis habitat on the site.
Swamp pink (Helonias bullata) is federally threatened and state endangered.
According to the U. S. Department of Agriculture Plants Database, and the Atlas of the
Virginia Flora, there are no documented occurrences of swamp pink in Isle of Wight
County. Swamp pink is restricted to forested wetlands that are groundwater influenced
and are perennially saturated where the water table is at or very near the surface and
fluctuates only slightly during spring and summer. Given the absence of documented
occurrences of swamp pink in Isle of Wight County, there is a low probability that this
species occurs on the site.
Small whorled pogonia (Isotria medeoloides) is federally threatened and state
endangered. In Virginia, the small whorled pogonia is found in ordinary looking third-
growth upland forests with an open understory and a closed canopy where the
topography is typically moderately sloping or almost level. The plants are usually
associated with decaying vegetative matter such as fallen trunks and limbs, leaf litter,
bark, and tree roots. There are no known occurrences of small whorled pogonia in Isle
of Wight County and there is no high quality habitat on the site; therefore, no impacts to
this species are anticipated.
New Jersey rush (Juncus caesariensis) is state threatened. This species is often
associated with sphagnum species and occurs on very acidic, extremely wet spring or
seep areas with a stable source of flowing water, but without standing water. New
Jersey rush occurs in open to shaded stream banks, seepy pond margins, swales, pine
barren savannas, and Atlantic white cedar (Chamaecyparis thyoides) swamps,
frequently within pine barrens. There are no know occurrences of New Jersey rush in
Isle of Wight County and no habitat occurs on this site.
Narrow-leaved spatterdock (Nuphar sagittifolia) is state threatened and occurs
primarily in coastal plain blackwater streams or tidal estuaries and occasionally in lakes
or brownwater streams usually near Taxodium sp. There are no known occurences of
narrow-leaved spatterdock in Isle of Wight County and there is no suitable habitat
located on the site.
References:
http://www.natureserve.org/explorer/
http://plants.usda.gov/
http://www.dcr.virginia.gov/natural_heritage/
http://www.hrdss.state.va.us/DSS/jsp/dssLogin.jsp
http://vafwis.org/fwis/
http://www.fws.gov/northeast/virginiafield/Fact_Sheets.html
Harvill, A. M., T. R. Bradley, C. E. Stevens, T. F. Wieboldt, D. M. E. Ware, D. W. Ogle,
G. W. Ramsey, and G. P. Fleming. 1992. Atlas of the Virginia Flora III.
Enclosures:
1. VDHR Query Results (Map and DSS Forms)
2. VDGIF and DCR Query Results
Y:\804\33236-Eagle_Harbor_Tract_8\Docs\2-Design\Environmental\ETS
APPENDIX D
SITE
JAMES RIVER
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R. RODRIGUEZ
11/20/2012
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33236
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1" = 5000'
1 inch = 5000 ft.
( IN FEET )
GRAPHIC SCALE
05000 5000 10000 200002500
PK
APPENDIX E
MEMORANDUM
TO: Roger Rodriguez Timmons Group
FROM: Brian Breissinger Timmons Group
RE: Existing Vegetation Analysis
Eagle Harbor Tract 8
Isle of Wight County, Virginia
DATE: November 28, 2012
Introduction
Timmons Group performed an existing vegetation analysis in support of the
submittal of a Water Quality Impact Analysis for Isle of Wight County for the Eagle
Harbor Tract 8 project. Two vegetation sampling plots were established to characterize
the vegetation on the site most likely to be impacted by the proposed development.
Site Description
The Eagle Harbor Tract 8 site is located within the Lower James watershed
(HUC 02080206), is relatively flat, and drains generally to the south to an unnamed
tributary to Ragged Island Creek. The soil series on the site are summarized in Table 1
below.
Table 1. Summary of soil series on the Eagle Harbor Tract 8 project
Map Unit
Name
Series and Phase Slope (%) Drainage
Class
Taxonomy
Kinston loam 7 0 to 4 very deep
poorly drained
thermic typic
fluvaquents
Myatt fine
sandy loam
9 0 to 2 very deep
poorly drained
thermic typic
ochraquults
Peawick silt
loam
12B 0 to 10 very deep
moderately well
drained
thermic aquic
hapludults
Slagle fine
sandy loam
18A 0 to 2 moderately well
drained
thermic aquic
hapludults
Yemassee fine
sandy loam
23 0 to 2 well drained to
moderately well
drained
thermic aeric
ochraquults
There are no streams on the site; however, wetlands occur in the central portion of the
site. The hydrology of the wetlands in the central portion of the site is derived from non-
tidal ponding of surface water. Visual observations of saturated soil conditions were
indicated by water glistening on the surfaces and broken interior faces of the soil
samples removed from auger holes.
Vegetation Summary
Each vegetation area was assessed using a 30-foot radius circular plot. All tree
species with a diameter at breast height (dbh) greater than 2 inches were measured and
identified. Basal area was measured for trees, and all understory species (3 to 20 feet
tall) and herbaceous species (0 to 3 feet tall) were recorded. The percent coverage of all
three strata was recorded and any non-native species were noted. The results of the
vegetation plots are summarized in Attachment 1, photographs of the plots are included
as Attachment 2, and a map depicting the locations of the vegetation plots is included as
Attachment 3.
Vegetation Plot 1
This mid-successional forest stand has a basal area of 197 square feet per acre
and is dominated by red maple (Acer rubrum) and loblolly pine (Pinus taeda). Other co-
dominant tree species include sourwood (Oxydendrum arboreum), white oak (Quercus
alba), pignut hickory (Carya glabra) and southern red oak (Quercus falcata). Red maple
and loblolly pine are the most common tree species (26 of 41 trees). The average
canopy closure is moderately high (60%).
The dominant understory species include red maple, American holly (Ilex opaca),
blackgum (Nyssa sylvatica), sourwood, pignut hickory and sweetgum (Liquidambar
styraciflua). The average understory coverage is moderate (48%).
Herbaceous coverage observed with the sampling location was sparse to non-
existent. No invasive species were noted in the plot.
Vegetation Plot 2
This mid-successional forest stand has a basal area of 239 square feet per acre
and is dominated by loblolly pine. Other co-dominant tree species include American
holly (Ilex opaca), sourwood, red maple, pignut hickory, sweetgum, water oak (Quercus
nigra) and white oak. Red maple and American holly are the most common trees and
the most common size range is 2 to 5.9 inch dbh (19 of 44 trees). The average canopy
closure is high (63%).
The dominant understory species include red maple, American holly, sourwood,
pignut hickory, sweetbay magnolia (Magnolia virginiana), and sweetgum. The average
understory coverage is moderate (40%). The shrub stratum was dominated by highbush
blueberry (Vaccinium corymbosum), lowbush blueberry (Vaccinium angustifolium) and
American Holly. The average herbaceous coverage is sparse (less than 1%). No
invasive species were noted within the plot.
Enclosures:
1. Vegetation Plots
2. Plot photographs
3. Vegetation Plot Location Map
Y:\804\33236-Eagle_Harbor_Tract_8\Docs\2-Design\Environmental\Vegetation
Property: Eagle Harbor Tract 8 Prepared by: __Timmons Group___________
Stand #: ____A____ Plot #: ____1____ Plot Size: ___2,826 SF__ Date: __November 28, 2012
Basal Area
in sf/acre: 197
Size class of trees > 20’ height within sample plot
Tree Species # of Trees
2-5.9” dbh
# of Trees
6-11.9” dbh
# of Trees
12-19.9 dbh
# of Trees
20-29.9 dbh
# of Trees
> 30” dbh
Total
Crown Position Dom Cod Other Dom Cod Other Dom Cod Other Dom Cod Other Dom Cod Other
Acer rubrum 8 4 1 13
Carya glabra 2 1 3
Ilex opaca 1 1
Liquidambar
styraciflua 5 5
Magnolia
virginiana 2 2
Pinus taeda 4 7 2 13
Quercus alba 2 1 3
Quercus falcata 1 1
Total Number of
Trees per Size Class 21 10 8 2 0 41
Number & Size Of Standing
Dead Trees 0 0 0 0 0 0
List of Common Understory Species 3’-20’:
Acer rubrum; Oxydendrum arboretum; Ilex opaca; Carya glabra;
Vaccinium corymbosom
% of Canopy Closure Percent of Invasive Cover per Plot (All Layers):
0
Plot Successional Stage:
Mid C
75
N
60
E
50
S
70
W
45
Average
60
List of Herbaceous Species 0’-3’:
None
% Understory Cover 3’-20’
C
60
N
50
E
50
S
65
W
15
Total
48
% of Herbaceous Cover 0’-3’
C
0
N
0
E
0
S
0
W
0
Total
0
Comments:
Property: Eagle Harbor Tract 8 Prepared by: __Timmons Group___________
Stand #: ____A____ Plot #: ____2____ Plot Size: ___2,826 SF__ Date: _November 28, 2012
Basal Area
in sf/acre: 239
Size class of trees > 20’ height within sample plot
Tree Species # of Trees
2-5.9” dbh
# of Trees
6-11.9” dbh
# of Trees
12-19.9 dbh
# of Trees
20-29.9 dbh
# of Trees
> 30” dbh
Total
Crown Position Dom Cod Other Dom Cod Other Dom Cod Other Dom Cod Other Dom Cod Other
Acer rubrum 8 4 12
Carya glabra 2 1 3
Ilex opaca 7 7
Liquidambar
styraciflua 5 1 6
Oxydendrum
arboreum 3 3
Pinus taeda 1 4 1 6
Quercus alba 2 1 3
Quercus falcata 1 1
Quercus nigra 1 2 3
Total Number of
Trees per Size Class 23 12 7 2 0 44
Number & Size Of Standing
Dead Trees 0 0 0 0 0
List of Common Understory Species 3’-20’:
Acer rubrum; Ilex opaca; Magnolia virginiana; Oxydendrum
arboretum; Pinus taeda; Quercus alba; Vaccinium angustifolium;
Vaccinium corymbosom
% of Canopy Closure Percent of Invasive Cover per Plot (All Layers):
0
Plot Successional Stage:
Mid C
65
N
65
E
60
S
60
W
65
Average
63
List of Herbaceous Species 0’-3’:
Pinus taeda
% Understory Cover 3’-20’
C
50
N
60
E
40
S
30
W
20
Total
40
% of Herbaceous Cover 0’-3’
C
0
N
0
E
0
S
0
W
1
Total
<1
Comments:
VEGETATION PLOT PHOTOGRAPHS
EAGLE HARBOR TRACT 8
1. Looking north at vegetation sampling plot 1.
2. Looking east at vegetation sampling plot 1.
VEGETATION PLOT PHOTOGRAPHS
EAGLE HARBOR TRACT 8
3. Looking south at vegetation sampling plot 1.
4. Looking west at vegetation sampling plot 1.
VEGETATION PLOT PHOTOGRAPHS
EAGLE HARBOR TRACT 8
5. Canopy view looking north at vegetation sampling plot 1.
6. Canopy view looking east at vegetation sampling plot 1.
VEGETATION PLOT PHOTOGRAPHS
EAGLE HARBOR TRACT 8
7. Canopy view looking south at vegetation sampling plot 1.
8. Canopy view looking west at vegetation sampling plot 1.
VEGETATION PLOT PHOTOGRAPHS
EAGLE HARBOR TRACT 8
9. Looking north at vegetation sampling plot 2.
10. Looking east at vegetation sampling plot 2.
VEGETATION PLOT PHOTOGRAPHS
EAGLE HARBOR TRACT 8
11. Looking south at vegetation sampling plot 2.
12. Looking west at vegetation sampling plot 2.
VEGETATION PLOT PHOTOGRAPHS
EAGLE HARBOR TRACT 8
13. Canopy view looking north at vegetation sampling plot 2.
14. Canopy view looking east at vegetation sampling plot 2.
VEGETATION PLOT PHOTOGRAPHS
EAGLE HARBOR TRACT 8
15. Canopy view looking south at vegetation sampling plot 2.
16. Canopy view looking west at vegetation sampling plot 2.
!
!
EAGLE HARBOR TRACT 8ISLE OF WIGHT COUNTYVEGETATION PLOT LOCATION MAP
33236
36° 57' 05.9" N76° 32' 05.9" W
15.9 ACRES ISLE OF WIGHT1994
02080206JAMES RIVER, LOWER
These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP.
U.S.G.S. QUADRANGLE(S):DATE(S):WATERSHED(S):HYDROLOGIC UNIT CODE(S):
TIMMONS GROUP JOB NUMBER:PROJECT STUDY LIMITS:LATITUDE:LONGITUDE:
Path: Y:\804\33236-Eagle_Harbor_Tract_8\GIS\Vicinity_TG-Border_8x11.mxd
I
300 0 300 600 900 1,200150Feet
Vegetation Plot 2
Vegetation Plot 1
APPENDIX F
Page 1 of 2
February 2010
Shrub Species Recommended for Planting within Dominion Transmission Rights of-Way
The following plants are options to consider when sourcing shrub species for Dominion Virginia Power’s
Transmission rights-of-way.
Deciduous
Botanical Name Common Name
† Aronia arbutifolia Red Chokeberry
† Aronia melanocarpa Black Chokeberry
Berberis thunbergii var. atropurpurea Redleaf Barberry
Buddleia Davidii Butterfly Bush
Calycanthus floridus Sweetshrub
† Cephalanthus occidentalis Buttonbush
† Clethra alnifolia Sweet Pepper Bush
† Cornus amomum Silky Dogwood
† Cornus Flaviramea Yellow Twig Dogwood
† Cornus racemosa Gray Dogwood
† Cornus Sericea Red Twig Dogwood
Forsythia spp. Forsythia
† Gaylussacia baccata Black Huckleberry
Hibiscus Syriacus Rose of Sharon
Hydrangea arborescens Wild Hydrangea
Hydrangea Quercifolia Oakleaf Hydrangea
† Ilex Verticillata Winterberry Holly
† Itea virginica Virginia Sweetspire
† Leucothoe racemosa Fetterbush
† Lyonia ligustrina Male-berry
Philadephus Virginalis Mockorange
† Physocarpus opulifolius Ninebark
† Rhododendron periclymenoides Pinxterbloom, Azalea
† Rubus allegheniensis Allegheny Blackberry
Page 2 of 2
† Sambucus canadensis Common Elderberry
† Spiraea alba Meadowsweet
† Spiraea tomentosa Steeplebush
Spirea X Vanhouttei Vanhoutte Spirea
† Vaccinium corymbosum Highbush Blueberry
† Vaccinium stamineum Deerberry
Viburnum Carlesi Fragrant Koreanspice Viburnum
Viburnum nudum Witherod (Winterthur)
Viburnum Plicatum Var. Tomentosum, ‘Mariesii” Maries Doublefile Viburnum
Viburnum Trilobum American Cranberrybush Viburnum
Weigela Florida Weigela
Evergreen
Botanical Name Common Name
Abelia Grandiflora Glossy Abelia
Eleagnus Pungens Thorny Eleagnus
Ilex Glabra ‘Shamrock Shamrock Holly
† Ilex glabra Inkberry
† Myrica Pennsylvanica Northern Bayberry
Nandina Domestica Nandina
Osmanthus Heterophyllus Osmanthus
* Rhaphiolepsis Umbellata Indian Hawthorne
Thuja Occidentalis “Emerald” Emerald Green Arborvitae
Viburnum Rhytidophyllum Leatherleaf Viburnum
Viburnum X Pragense Prague Viburnum
† Represents plant selections native to Virginia. The size availability for initial planting is
limited on some of the species-- but overall range from 18 in. to 30 in.
* Not hardy in Dominion’s North-West Region.
APPENDIX G
APPENDIX H
Eagle Harbor Tract 8
Fiscal Impact on Isle of Wight County, Virginia
Prepared for
Breeden Investment Properties, Inc.
June 10, 2013
Prepared by:
The Wessex Group, Ltd.
479 McLaws Circle, Suite 1
Williamsburg, Virginia 23185
Telephone: (757) 253-5606
Web site: www.wessexgroup.com
Eagle Harbor Tract 8 - Fiscal Impact on County of Isle of Wight, Virginia.
June 2013 The Wessex Group, Ltd.
Page i
Eagle Harbor Tract 8
Fiscal Impact on the County of Isle of Wight
EXECUTIVE SUMMARY
This report, prepared by The Wessex Group, Ltd (TWG), describes an analysis of the fiscal impact from a
proposed residential development in Isle of Wight County, Virginia. The development, identified as Eagle Harbor -
Tract 8, is proposed by Breeden Investment Properties, Inc. It is planned to consist of...
208 Rental Apartment units (including 64 - 1 Bedroom & 1 Bath units, 112 - 2 Bedroom & 2 Bath units,
and 32 – 3 Bedroom & 2 Bath units) in a community including a pool and other site amenities.
Commercial development consisting of ...
o General Retail 14,400 SF
o Restaurant 4,850 SF
o Bank 5,000 SF
o Drug Store 14,200 SF
This analysis has been prepared according to industry standard fiscal impact methods. Commercial property is
assumed to generate revenues from both Real and Business Property Taxes as well as other forms of public income
such as the County’s share of Sales Tax from retail operations. Residential property generates tax revenues on both
real and personal property and from taxes on the expenditures of its residents such as Retail Sales Tax and Meals Tax
receipts. In turn, the proposed properties will create expenses for the host municipality through the provision of
County services such as fire, police and K-12 education. The analysis is based on the Isle of Wight County FY 2012-
13 Adopted General Operating Budget.
The following is a summary of the estimated revenues, expenditures and assumptions in the analysis of fiscal
impact that Eagle Harbor - Tract 8 is expected to have on Isle of Wight County. A more detailed description of the
analysis and it’s findings are contained in the report following.
Construction of the proposed project is planned to begin in 2014 and by the end of 2016 all development is
assumed to be complete and occupied. The cumulative construction investment is expected to be $26.3
million (including infrastructure and amenities). During the construction phase (2014-2016) the project is
projected to create jobs for as many as 178 persons. At completion and full occupancy, the project will
provide employment for an estimated 85 persons
Proffers in the amount $6,356 per unit ($1,322,144 in total) have been included in the analysis.
At completion in 2016, the proposed development is expected to have a real property value of $48.2 million.
The cumulative residential population of Eagle Harbor Tract 8 - Isle of Wight County at build-out and full
occupancy in 2016 is estimated to be 522 people (applying the U.S. Census average population generator for
Isle of Wight County of 2.51 persons per household). The school age child generator for Multi Family
Apartments for Rent applied in this analysis is taken from the Draft Cash Proffer Study prepared by
TichlerBise (April, 2012) for Isle of Wight County in the amount of 0.281 school age children per multi-
family housing unit. Of the 522 expected occupants of the development, 58 are projected to be school age
children.
During the construction phase (2014-2016) the project is projected to create jobs for as many as 178 persons.
At completion and full occupancy, the project will provide employment for an estimated 85 persons.
At full occupancy in 2016, Eagle Harbor Tract 8 - Isle of Wight County is expected to annually generate
$754.9 thousand in revenues for the Isle of Wight County (Table A) with estimated public expenses of
$775.7 thousand and a projected annual net fiscal impact of $-20,865 thousand. Projecting the annual stream
of revenues and expenditures over 20 years and then discounting these cash flows back to 2014 (applying a
3% discount rate) provides a “long-term” cumulative estimate of the fiscal impact (including the construction
period) for Eagle Harbor Tract 8 - Isle of Wight County of $ 2,824,920 (see table next page).
Eagle Harbor Tract 8 - Fiscal Impact on County of Isle of Wight, Virginia.
June 2013 The Wessex Group, Ltd.
Page ii
Table A
Net Fiscal Impact – Eagle Harbor Tract 8 - Isle of Wight County
Cash Inflow and Outflow 2014 2015 2016
Total County Revenues ($thds) 1,559,790 2,116,410 754,850
Total Public Service Expenditures ($thds) 3,250 842,530 775,680
Net Fiscal Impact ($thds) $1,556,540 $1,273,880 -20,820
Net Present Value of Cash Flows (2014-2034–includes construction period, 3%discount rate) $ 2,824,920
Eagle Harbor Tract 8 - Fiscal Impact on County of Isle of Wight, Virginia.
June 2013 The Wessex Group, Ltd.
Eagle Harbor Tract 8 - Isle of Wight County
Fiscal Impact on Isle of Wight County, Virginia
TABLE OF CONTENTS
Section Page
Executive Summary..................................................................................................................................................................i
INTRODUCTION TO THE STUDY......................................................................................................................................1
ANALYSIS OF FISCAL IMPACT.........................................................................................................................................1
DEVELOPMENT PLAN.........................................................................................................................................................1
RESIDENTIAL POPULATION.............................................................................................................................................2
EMPLOYMENT AND PAYROLL........................................................................................................................................2
LOCAL GOVERNMENT REVENUES AND PUBLIC EXPENDITURES..........................................................................2
NET FISCAL IMPACT...........................................................................................................................................................2
APPENDIX..............................................................................................................................................................................4
Eagle Harbor Tract 8 - Fiscal Impact on County of Isle of Wight, Virginia.
June 2013 The Wessex Group, Ltd.
Eagle Harbor Tract 8 - Isle of Wight County
Fiscal Impact on the Isle of Wight County, Virginia
This report, prepared by The Wessex Group, Ltd (TWG), describes an analysis of the fiscal impact of a
proposed residential development on Isle of Wight County, Virginia. The development, referred to as Eagle
Harbor Tract 8 and located in Isle of Wight County, is proposed by Breeden Investment Properties, Inc.
INTRODUCTION TO THE ANALYSIS
Fiscal impacts are those cash flows that directly affect a municipality’s budgeted revenues and expenditures.
New residential developments attract new County residents who, in turn, generate the need for public services
such as emergency medical services, police and fire protection, and K-12 education. The development also
creates tax revenue for the locality from real estate taxes, other local taxes and from resident household
spending in the locality. All dollar amounts in this report are expressed in 2012 dollars, and all fiscal impact
estimates are based on Revenues and Expenditures as shown in the Isle of Wight County FY 2012-13 Adopted
General Operating Budget. As no attribution for economic inflation has been made, the estimates provided
here represent current dollar amounts. In effect, the revenues and expenditures shown in this report are the
amounts the locality would expect to receive, or expend, if the development were completed and occupied in the
2012-13 budget year. Where future projections are provided, such as when estimating the project’s long-term
fiscal impact, real property values have been adjusted to reflect the expected real growth (not including
inflation) in real estate property values. All projected future values are discounted back to the present year to
derive the long-term public cash flow estimates in current dollars.
Information for the study was obtained from the Isle of Wight County web-site and U. S. Census data. The
generator for the number of school age children was obtained from an Isle of Wight funded “Draft Cash Proffer
Study” prepared by TichlerBise dated April 11, 2012. Those generators are...
Number of Persons per Household:...................................................................... 2.51
Number School-age Children per Household for Multi-family Apartments ...... 0.28
Application of the above generators yields a population estimate for the proposed 208 apartment units of
522 persons of which 58 are expected to be school age children.
ANALYSIS OF FISCAL IMPACT
The analysis of fiscal impact for the development plan is described in the sections following...
Development Plan – Multi-family Apartments
The development plan proposed for Eagle Harbor, Tract 8 consists of 208 apartment units (ranging in size
from 940 SF to 1,123 SF) in a gated community consisting of eight (8) three (3) story apartment buildings, a
pool, with tot lots and walking trails. The apartments will be constructed as 1, 2 and 3 bedroom units as shown
in Table 1 below. The cumulative construction investment for the Eagle Harbor Tract 8 development plan,
including amenities and off-site improvements, is expected to be $31.5 million (including infrastructure and off-
site amenities). During the development phase, the project is expected to create...
Up to 178 full-time equivalent construction jobs (2015).
Up to $7.05 million in construction payroll (2015).
Proffers, as proposed by the developer, in the amount of $1,322,144
Table 1
Eagle Harbor – Tract 8 - Development Plan
Type of Residential Unit Units Average
Square Feet
Market
Value per
Unit
Rental Apartment – 1 Bedroom, 1Bath 64 940 $164,870
Rental Apartment – 2 Bedroom, 2 Bath 112 970 170,135
Rental Apartment – 3 Bedroom, 2Bath 32 1,123 196,970
Eagle Harbor Tract 8 - Fiscal Impact on County of Isle of Wight, Virginia.
June 2013 The Wessex Group, Ltd.
Page 2
Commercial development consisting of the following also is planned for the site....
o General Retail 14,400 SF
o Restaurant 4,850 SF
o Bank 5,000 SF
o Drug Store 14,200 SF
Construction is planned to begin in 2014 and by the end of 2016 all development is assumed to be complete.
At completion, the proposed development is expected to have a market value of $48.2 million.
Residential Population
The cumulative residential population of Eagle Harbor Tract 8 - Isle of Wight County at build-out and
full occupancy in 2016 is estimated to be 522 people (applying the U.S. Census average population generator for
Isle of Wight County of 2.51 persons per household). The school age child generator for Multi Family
Apartments for Rent applied in this analysis is taken from the Draft Cash Proffer Study prepared by
TichlerBise (April, 2012) for Isle of Wight County in the amount of 0.28 school age children per multi-family
housing unit. Of the 522 projected occupants, 58 are expected to be school age children.
Employment and Payroll
Construction employment is determined by assuming that payroll is 40% of total construction cost and that
the average annual expense for a construction worker including benefits is $55,162 (Virginia Employment
Commission 2010 average annual construction wage of $42,432 plus 30% payroll expense such as payroll taxes
and benefits). New construction activity, for example, is expected to create up to 178 jobs and $8.97 million in
payroll in 2015.
Local Government Revenues and Public Expenditures
At full occupancy in 2016 Eagle Harbor Tract 8 is projected to annually generate revenues for Isle of
Wight County in the amount of $754.9 thousand (Table 2) with estimated public expenses of $775.7 thousand.
Net Fiscal Impact
The projected annual net fiscal impact of the proposed development in 2016 is a negative ─$20,820
thousand. Projecting the annual stream of revenues and expenditures over 20 years and then discounting these
cash flows back to 2013 (applying a 3% discount rate) provides a “long-term” cumulative estimate of the net
fiscal impact for Eagle Harbor – Tract 8 of $2.825 million.
Proffers in the amount of $6,356 for each of the 208 rental units totaling $1,322,144, water & sewer
connection fees in the amount of $1,521, 600 and $34,200 in Building fees are included in the estimate of
revenues below for the years 2014 and 2015.
Table 2
Net Fiscal Impact – Eagle Harbor Tract 8 - Isle of Wight County
Cash Inflow and Outflow 2014 2015 2016
Total County Revenues ($ths) $ 1,559,790 $2,116,410 $ 754,850
Total Public Service Expenditures ($ths) 3,250 842,530 775,680
Net Fiscal Impact ($ths) $1,556,540 $1,273,880 $ -20,820
Net Present Value of Cash Flows (2014-2034–includes construction period, 3%discount rate) $ 2,824,920
The above results reflect the infusion of revenues in the form of proffers by the developer and from the local
spending by construction employees which have been allocated to the analysis as units are constructed over the
period of 2014 and 2015. By the end of 2016 all of the non-recurring revenues have been allocated and the
Eagle Harbor Tract 8 - Fiscal Impact on County of Isle of Wight, Virginia.
June 2013 The Wessex Group, Ltd.
Page 3
results for 2016 project the capacity of the completed and fully occupied development to generate revenues for
Isle of Wight County
and, in turn, to create the demand for public services by the County. As shown above, the proposed project,
Eagle Harbor, Tract 8, is projected to generate a small net negative cash flow in 2016. However, when
evaluated over a 20 year period, the estimated future cash flows (and discounted back to 2013) create a
cumulative positive fiscal impact on the County of Isle of Wight (Net Present Value of projected cash flows) in
the amount of $2,824,920.
Eagle Harbor Tract 8 - Fiscal Impact on County of Isle of Wight, Virginia.
June 2013 The Wessex Group, Ltd.
Page 4
Eagle Harbor Tract 8 - Isle of Wight County
APPENDIX
Table A-1
Table A-1
Demographic Characteristics of Isle of Wight County
Demographic Characteristic Amount Source
Population 35,270 U.S. Census 2010
No of Households 14,052 ditto
Number of People per Household 2.51 ditto
Median Household Income $62,573 U.S Census 2010
School Enrollment 5,533 Isle of Wight County web-site
Number of School-age Children per Household 0.39 Calculated
Employment - Total 17,085 Virginia Employment Commission
Table A-2
Assumptions Used in the Analysis
Construction – Cost Allocation Assumed Value Rationale for Assumption
Labor (percent total construction cost) 40% Interviews with area builders
Materials 50% ditto
Overhead 10% ditto
Salaries FTE Employees
Construction Payroll Expense $55,162 VEC avg. weekly wage Isle of Wight County *52 weeks+30% payroll cost
Cost of Money
Discount Rate 3.0% TWG Assumption
Table A-2
Table A-3
Locality Revenue Generators
Real Property Tax Value Source
Real Estate Rate (per $100 of Assessed Value) $0.0065
Isle of Wight County - Adopted Budget FY 2013 (“County Wide” rate)
(It is noted that while the tax remained $0.65/$100 the assessed value
declined by approximately 7% for FY2012-13)
Annual Appreciation Rate for Residential Property 1.0% TWG Assumption
Personal Property Tax
Personal Property Tax Forecasted $
8,900,000 Isle of Wight County - Adopted Budget FY 2013
Percent Residential 790.0% Isle of Wight County
Residential (per Household) $558 (Total Personal Pty * % Residential)/No of Households
Commercial (per Employee) $115 (Total Personal Pty * % Commercial)/Employment
Retail Sales Tax
Sales Tax Rate - Local Portion 1.0% Commonwealth of Virginia
Retail - Percent Residential 30% TWG Assumption % Construction Materials purchased Locally 20%
Meals Tax
Meals Tax Rate 4.0%
Isle of Wight County - Adopted Budget FY 2013 Budget Amount $334,000
Percent Residential 80%
Meals Tax/HH $17.19 (Total Meals Tax* % Residential)/No. of Households
Percent of Employees who purchase meals 50% TWG Assumption No of Working Days 200
Eagle Harbor Tract 8 - Fiscal Impact on County of Isle of Wight, Virginia.
June 2013 The Wessex Group, Ltd.
Page 5
Table A-3 (cont’d)
Locality Revenue Generators
Business and Professional Licenses
Contractor (per $100 Gross Revenues) $0.066 Isle of Wight County - Adopted Budget FY 2013
Retail (per $100 Gross Revenues) $0.12
Building Fees
Utility (Sewer & Water) Hook up per Residential Unit $8,065
Recordation Taxes
State Recordation Tax Rate (per $100 Sale Price)
Local Portion 33% $ 0.00025 Isle of Wight County - Clerk of Court
Other Local Tax Revenues
Budget Amount $16,118,687 Isle of Wight County Adopted Budget FY 2013
Residential Amount Per Capita $ 365.78 (Total Other Income * % Residential) / Population
Methodology for Estimating Net Fiscal Impact
The construction and occupancy of this development and its supporting infrastructure will generate incremental
County expenditures and revenues.
Revenues for the study derive, in general, from three sources – spending by the developer of the property,
spending by the employees or residents of the development and spending by customers of the commercial
enterprises that occupy the property. Estimates of each have been derived by examining each individual revenue
category (real property, personal property, retail sales tax, meals tax, business and professional license fees, permits
and recordation tax fees) and estimating the incremental revenues that are likely to be generated by the development.
The analysis uses a “build-up” method by summing together the separate estimates for each source of revenue and
expenditure. Care is exercised at each step in the process to insure that revenues are incremental to the existing
revenue stream for the locality. For example, Real Property revenues are based on the projected valuations of the
property as it is developed less the current values that the undeveloped property generates. Retail Sales taxes
revenues are based on the estimated net new revenues generated for the County by the spending of new residents.
To the extent possible, expenditures and revenues also are assessed in the year in which they occur and the revenue
stream over time is discounted to provide a cumulative measure of impact.
As is generally accepted practice for fiscal impact studies, no assumption is made as to whether the employees
of commercial development will reside within the locality or not, since existing housing already has been assessed
for expanding the capacity the County government and schools. However, to the extent that the development
includes new housing units, the cost of increasing the capacity of the County government and schools has been
assessed and is included in the analysis.
Expenditures for residential and for commercial development have been allocated on a per capita and per
employee basis. Total expenditures from the FY 2013 Isle of Wight County budget have been separated into
separate amounts based on the proportion of residential vs. commercial real property value. According to the Isle of
Wight County Land Book, 79.0% of total property value is due to residential development, 15% is allocated to
commercial properties and the balance, 6%, is allocated to agricultural development.
APPENDIX I
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Carrollton and North Gate
Site Code:
Start Date: 6/7/2011
Page No: 1
Groups Printed- Vehicles
Carrollton Blvd.
Southbound
North Gate Dr.
Westbound
Carrollton Blvd.
Northbound
North Gate Dr.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
06:00 AM 1880089 00000 026400264 10607 360
06:15 AM 012200122 00000 034010341 20709 472
06:30 AM 112000121 00000 032410325 3010013 459
06:45 AM 011400114 00000 025600256 3010013 383
Total 2 444 0 0 446 0 0 0 0 0 0 1184 2 0 1186 9 0 33 0 42 1674
07:00 AM 313200135 00000 031020312 8012020 467
07:15 AM 115700158 00000 031340317 407011 486
07:30 AM 015600156 00000 034920351 2011013 520
07:45 AM 214210145 00000 024230245 507012 402
Total 6 587 1 0 594 0 0 0 0 0 0 1214 11 0 1225 19 0 37 0 56 1875
08:00 AM 212710130 00000 021640220 40318 358
08:15 AM 0600060 00000 019030193 40206 259
08:30 AM 316200165 00000 016320165 20305 335
08:45 AM 010300103 00101 113630140 804012 256
Total 5 452 1 0 458 0 0 1 0 1 1 705 12 0 718 18 0 12 1 31 1208
09:00 AM 0821083 00000 115030154 10304 241
09:15 AM 110900110 00000 013300133 00404 247
09:30 AM 1910092 00000 015820160 10203 255
09:45 AM 49700101 00101 012920131 10315 238
Total 6 379 1 0 386 0 0 1 0 1 1 570 7 0 578 3 0 12 1 16 981
10:00 AM 2880090 00000 013320135 20406 231
10:15 AM 310100104 00000 011950124 40206 234
10:30 AM 111900120 00000 013020132 20406 258
10:45 AM 2930095 00011 013820140 10203 239
Total 8 401 0 0 409 0 0 0 1 1 0 520 11 0 531 9 0 12 0 21 962
11:00 AM 29620100 00011 013010131 00101 233
11:15 AM 011620118 00000 013020132 30609 259
11:30 AM 212710130 00000 012530128 10203 261
11:45 AM 211210115 00000 113530139 10506 260
Total 6 451 6 0 463 0 0 0 1 1 1 520 9 0 530 5 0 14 0 19 1013
12:00 PM 213000132 10001 110440109 30205 247
12:15 PM 113000131 00101 013440138 40105 275
12:30 PM 013700137 00000 013670143 20002 282
12:45 PM 214100143 00000 115250158 40004 305
Total 5 538 0 0 543 1 0 1 0 2 2 526 20 0 548 13 0 3 0 16 1109
01:00 PM 313900142 00000 014530148 20406 296
01:15 PM 413600140 00000 013130134 20103 277
01:30 PM 411600120 00000 114720150 20305 275
01:45 PM 414700151 10102 012730130 60208 291
Total 15 538 0 0 553 1 0 1 0 2 1 550 11 0 562 12 0 10 0 22 1139
02:00 PM 015800158 00101 014630149 20103 311
02:15 PM 214900151 00000 015410155 50106 312
02:30 PM 216900171 10001 018630189 00101 362
02:45 PM 318300186 00000 013750142 10001 329
Total 7 659 0 0 666 1 0 1 0 2 0 623 12 0 635 8 0 3 0 11 1314
03:00 PM 218810191 00000 014820150 30205 346
03:15 PM 024800248 00000 013340137 30003 388
03:30 PM 427400278 00000 015230155 10203 436
03:45 PM 642400430 00000 014560151 00202 583
Total 12 1134 1 0 1147 0 0 0 0 0 0 578 15 0 593 7 0 6 0 13 1753
04:00 PM 735000357 00000 020160207 30205 569
04:15 PM 935500364 00000 018280190 60107 561
04:30 PM 330900312 00000 021950224 00303 539
04:45 PM 533810344 00000 117930183 10203 530
Total 24 1352 1 0 1377 0 0 0 0 0 1 781 22 0 804 10 0 8 0 18 2199
05:00 PM 832600334 10001 021480222 20204 561
05:15 PM 733600343 00000 022070227 10405 575
05:30 PM 630710314 00101 120760214 30306 535
05:45 PM 126900270 00000 021980227 30003 500
Total 22 1238 1 0 1261 1 0 1 0 2 1 860 29 0 890 9 0 9 0 18 2171
Grand Total 11881731208303 406212 8863116108800 12201592283 17398
Apprch %1.498.40.10 33.305016.7 0.198.11.80 43.1056.20.7
Total %0.7470.1047.7 00000.1 049.60.9050.6 0.700.901.6
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Carrollton and North Gate
Site Code:
Start Date: 6/7/2011
Page No: 2
Carrollton Blvd.
Southbound
North Gate Dr.
Westbound
Carrollton Blvd.
Northbound
North Gate Dr.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 06:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 3 13200135 00000 031020312 8 0 12 0 20 467
07:15 AM 1 157 00 158 00000 0313 4 0317 407011 486
07:30 AM 015600156 00000 0 349 20 351 2011013 520
07:45 AM 2142 1 0145 00000 024230245 507012 402
Total Volume 6 587 1 0 594 0 0 0 0 0 0 1214 11 0 1225 19 0 37 0 56 1875
% App. Total 1 98.8 0.2 0 0 0 0 0 0 99.1 0.9 0 33.9 0 66.1 0
PHF .500 .935 .250 .000 .940 .000 .000 .000 .000 .000 .000 .870 .688 .000 .873 .594 .000 .771 .000 .700 .901
Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 03:45 PM
03:45 PM 6 424 00 430 00000 014560151 00202 583
04:00 PM 735000357 00000 020160207 30205 569
04:15 PM 9 35500364 00000 0182 8 0190 6 010 7 561
04:30 PM 330900312 00000 0 219 50 224 00 3 03 539
Total Volume 25 1438 0 0 1463 0 0 0 0 0 0 747 25 0 772 9 0 8 0 17 2252
% App. Total 1.7 98.3 0 0 0 0 0 0 0 96.8 3.2 0 52.9 0 47.1 0
PHF .694 .848 .000 .000 .851 .000 .000 .000 .000 .000 .000 .853 .781 .000 .862 .375 .000 .667 .000 .607 .966
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Carrollton and North Gate
Site Code:
Start Date: 6/7/2011
Page No: 1
Groups Printed- Trucks
Carrollton Blvd.
Southbound
North Gate Dr.
Westbound
Carrollton Blvd.
Northbound
North Gate Dr.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
06:00 AM 02002 00000 04004 00000 6
06:15 AM 04004 00000 02002 00000 6
06:30 AM 04004 00000 08008 00000 12
06:45 AM 05005 00000 06006 10001 12
Total 0 15 0 0 15 0 0 0 0 0 0 20 0 0 20 1 0 0 0 1 36
07:00 AM 04004 00000 0110011 00000 15
07:15 AM 05005 00000 07007 00000 12
07:30 AM 0120012 00000 0120012 00000 24
07:45 AM 0100010 00000 091010 00000 20
Total 0 31 0 0 31 0 0 0 0 0 0 39 1 0 40 0 0 0 0 0 71
08:00 AM 06006 00000 0110011 00000 17
08:15 AM 07007 00000 08008 10001 16
08:30 AM 0160016 00000 0110011 00000 27
08:45 AM 06006 00000 0110011 00000 17
Total 0 35 0 0 35 0 0 0 0 0 0 41 0 0 41 1 0 0 0 1 77
09:00 AM 0110011 00000 091010 00000 21
09:15 AM 0210021 00000 0100010 00000 31
09:30 AM 0100010 00000 0110011 00000 21
09:45 AM 2100012 00000 0110011 10001 24
Total 2 52 0 0 54 0 0 0 0 0 0 41 1 0 42 1 0 0 0 1 97
10:00 AM 08008 00000 0210021 10001 30
10:15 AM 09009 00000 09009 00000 18
10:30 AM 0100010 00000 0210021 00000 31
10:45 AM 0140014 00000 091010 00000 24
Total 0 41 0 0 41 0 0 0 0 0 0 60 1 0 61 1 0 0 0 1 103
11:00 AM 1110012 00000 0142016 00101 29
11:15 AM 08008 00000 07007 00000 15
11:30 AM 0140014 00000 07007 00000 21
11:45 AM 0150015 00000 082010 00000 25
Total 1 48 0 0 49 0 0 0 0 0 0 36 4 0 40 0 0 1 0 1 90
12:00 PM 0170017 00000 0100010 00101 28
12:15 PM 0130013 00000 08109 00000 22
12:30 PM 0140014 00000 07007 00000 21
12:45 PM 06006 00000 0210021 00000 27
Total 0 50 0 0 50 0 0 0 0 0 0 46 1 0 47 0 0 1 0 1 98
01:00 PM 0140014 00000 0170017 10001 32
01:15 PM 09009 00000 0140014 00000 23
01:30 PM 05005 00000 091010 00101 16
01:45 PM 0100010 00000 08008 10102 20
Total 0 38 0 0 38 0 0 0 0 0 0 48 1 0 49 2 0 2 0 4 91
02:00 PM 0110011 00000 07007 00000 18
02:15 PM 0100010 00000 0130013 00000 23
02:30 PM 0120012 00000 07007 00000 19
02:45 PM 08008 00000 0100010 00000 18
Total 0 41 0 0 41 0 0 0 0 0 0 37 0 0 37 0 0 0 0 0 78
03:00 PM 0110011 00000 07007 10001 19
03:15 PM 06006 00000 06006 00000 12
03:30 PM 08008 00000 08008 00000 16
03:45 PM 08008 00000 06006 00000 14
Total 0 33 0 0 33 0 0 0 0 0 0 27 0 0 27 1 0 0 0 1 61
04:00 PM 08008 00000 0101011 00000 19
04:15 PM 08008 00000 07007 00000 15
04:30 PM 07007 00000 05005 00000 12
04:45 PM 08008 00000 08109 00000 17
Total 0 31 0 0 31 0 0 0 0 0 0 30 2 0 32 0 0 0 0 0 63
05:00 PM 03003 00000 04004 00000 7
05:15 PM 08008 00000 01001 00000 9
05:30 PM 05005 00000 05005 00000 10
05:45 PM 06006 00000 01001 00000 7
Total 0 22 0 0 22 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 33
Grand Total 343700440 00000 0436110447 704011 898
Apprch %0.799.300 0000 097.52.50 63.6036.40
Total %0.348.70049 00000 048.61.2049.8 0.800.401.2
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Carrollton and North Gate
Site Code:
Start Date: 6/7/2011
Page No: 2
Carrollton Blvd.
Southbound
North Gate Dr.
Westbound
Carrollton Blvd.
Northbound
North Gate Dr.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 06:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 09:15 AM
09:15 AM 0 21 00 21 00000 0100010 00000 31
09:30 AM 0100010 00000 0110011 00000 21
09:45 AM 2 100012 00000 0110011 1 000 1 24
10:00 AM 08008 00000 0 21 00 21 10001 30
Total Volume 2 49 0 0 51 0 0 0 0 0 0 53 0 0 53 2 0 0 0 2 106
% App. Total 3.9 96.1 0 0 0 0 0 0 0 100 0 0 100 0 0 0
PHF .250 .583 .000 .000 .607 .000 .000 .000 .000 .000 .000 .631 .000 .000 .631 .500 .000 .000 .000 .500 .855
Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 12:30 PM
12:30 PM 0 14 00 14 00000 07007 00000 21
12:45 PM 06006 00000 0 21 00 21 00000 27
01:00 PM 0140014 00000 0170017 1 000 1 32
01:15 PM 09009 00000 0140014 00000 23
Total Volume 0 43 0 0 43 0 0 0 0 0 0 59 0 0 59 1 0 0 0 1 103
% App. Total 0 100 0 0 0 0 0 0 0 100 0 0 100 0 0 0
PHF .000 .768 .000 .000 .768 .000 .000 .000 .000 .000 .000 .702 .000 .000 .702 .250 .000 .000 .000 .250 .805
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Carrollton and North Gate
Site Code:
Start Date: 6/7/2011
Page No: 1
Groups Printed- Vehicles - Trucks
Carrollton Blvd.
Southbound
North Gate Dr.
Westbound
Carrollton Blvd.
Northbound
North Gate Dr.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
06:00 AM 1900091 00000 026800268 10607 366
06:15 AM 012600126 00000 034210343 20709 478
06:30 AM 112400125 00000 033210333 3010013 471
06:45 AM 011900119 00000 026200262 4010014 395
Total 2 459 0 0 461 0 0 0 0 0 0 1204 2 0 1206 10 0 33 0 43 1710
07:00 AM 313600139 00000 032120323 8012020 482
07:15 AM 116200163 00000 032040324 407011 498
07:30 AM 016800168 00000 036120363 2011013 544
07:45 AM 215210155 00000 025140255 507012 422
Total 6 618 1 0 625 0 0 0 0 0 0 1253 12 0 1265 19 0 37 0 56 1946
08:00 AM 213310136 00000 022740231 40318 375
08:15 AM 0670067 00000 019830201 50207 275
08:30 AM 317800181 00000 017420176 20305 362
08:45 AM 010900109 00101 114730151 804012 273
Total 5 487 1 0 493 0 0 1 0 1 1 746 12 0 759 19 0 12 1 32 1285
09:00 AM 0931094 00000 115940164 10304 262
09:15 AM 113000131 00000 014300143 00404 278
09:30 AM 110100102 00000 016920171 10203 276
09:45 AM 610700113 00101 014020142 20316 262
Total 8 431 1 0 440 0 0 1 0 1 1 611 8 0 620 4 0 12 1 17 1078
10:00 AM 2960098 00000 015420156 30407 261
10:15 AM 311000113 00000 012850133 40206 252
10:30 AM 112900130 00000 015120153 20406 289
10:45 AM 210700109 00011 014730150 10203 263
Total 8 442 0 0 450 0 0 0 1 1 0 580 12 0 592 10 0 12 0 22 1065
11:00 AM 310720112 00011 014430147 00202 262
11:15 AM 012420126 00000 013720139 30609 274
11:30 AM 214110144 00000 013230135 10203 282
11:45 AM 212710130 00000 114350149 10506 285
Total 7 499 6 0 512 0 0 0 1 1 1 556 13 0 570 5 0 15 0 20 1103
12:00 PM 214700149 10001 111440119 30306 275
12:15 PM 114300144 00101 014250147 40105 297
12:30 PM 015100151 00000 014370150 20002 303
12:45 PM 214700149 00000 117350179 40004 332
Total 5 588 0 0 593 1 0 1 0 2 2 572 21 0 595 13 0 4 0 17 1207
01:00 PM 315300156 00000 016230165 30407 328
01:15 PM 414500149 00000 014530148 20103 300
01:30 PM 412100125 00000 115630160 20406 291
01:45 PM 415700161 10102 013530138 703010 311
Total 15 576 0 0 591 1 0 1 0 2 1 598 12 0 611 14 0 12 0 26 1230
02:00 PM 016900169 00101 015330156 20103 329
02:15 PM 215900161 00000 016710168 50106 335
02:30 PM 218100183 10001 019330196 00101 381
02:45 PM 319100194 00000 014750152 10001 347
Total 7 700 0 0 707 1 0 1 0 2 0 660 12 0 672 8 0 3 0 11 1392
03:00 PM 219910202 00000 015520157 40206 365
03:15 PM 025400254 00000 013940143 30003 400
03:30 PM 428200286 00000 016030163 10203 452
03:45 PM 643200438 00000 015160157 00202 597
Total 12 1167 1 0 1180 0 0 0 0 0 0 605 15 0 620 8 0 6 0 14 1814
04:00 PM 735800365 00000 021170218 30205 588
04:15 PM 936300372 00000 018980197 60107 576
04:30 PM 331600319 00000 022450229 00303 551
04:45 PM 534610352 00000 118740192 10203 547
Total 24 1383 1 0 1408 0 0 0 0 0 1 811 24 0 836 10 0 8 0 18 2262
05:00 PM 832900337 10001 021880226 20204 568
05:15 PM 734400351 00000 022170228 10405 584
05:30 PM 631210319 00101 121260219 30306 545
05:45 PM 127500276 00000 022080228 30003 507
Total 22 1260 1 0 1283 1 0 1 0 2 1 871 29 0 901 9 0 9 0 18 2204
Grand Total 12186101208743 406212 8906717209247 12901632294 18296
Apprch %1.498.50.10 33.305016.7 0.198.11.90 43.9055.40.7
Total %0.747.10.1047.8 00000.1 049.60.9050.5 0.700.901.6
Vehicles 118 8173 12 0 8303 4 0 6 2 12 8 8631 161 0 8800 122 0 159 2 283 17398
% Vehicles 97.594.9100095 1000100100100 10095.293.6095.2 94.6097.510096.3 95.1
Trucks 3 437 0 0 440 0 0 0 0 0 0 436 11 0 447 7 0 4 0 11 898
% Trucks 2.55.1005 00000 04.86.404.8 5.402.503.7 4.9
Carrollton Blvd.
Southbound
North Gate Dr.
Westbound
Carrollton Blvd.
Northbound
North Gate Dr.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 06:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 3 13600139 00000 032120323 8 0 12 0 20 482
07:15 AM 116200163 00000 0320 4 0324 407011 498
07:30 AM 0 168 00 168 00000 0 361 20 363 2011013 544
07:45 AM 2152 1 0155 00000 025140255 507012 422
Total Volume 6 618 1 0 625 0 0 0 0 0 0 1253 12 0 1265 19 0 37 0 56 1946
% App. Total 1 98.9 0.2 0 0 0 0 0 0 99.1 0.9 0 33.9 0 66.1 0
PHF .500 .920 .250 .000 .930 .000 .000 .000 .000 .000 .000 .868 .750 .000 .871 .594 .000 .771 .000 .700 .894
Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 03:45 PM
03:45 PM 6 432 00 438 00000 015160157 00202 597
04:00 PM 735800365 00000 021170218 30205 588
04:15 PM 9 36300372 00000 0189 8 0197 6 010 7 576
04:30 PM 331600319 00000 0 224 50 229 00 3 03 551
Total Volume 25 1469 0 0 1494 0 0 0 0 0 0 775 26 0 801 9 0 8 0 17 2312
% App. Total 1.7 98.3 0 0 0 0 0 0 0 96.8 3.2 0 52.9 0 47.1 0
PHF .694 .850 .000 .000 .853 .000 .000 .000 .000 .000 .000 .865 .813 .000 .874 .375 .000 .667 .000 .607 .968
Lanes, Volumes, TimingsEagle Harbor Tract 8
29: Int 2012 AM Existing
Timing Plan: AM PEAKSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 1
Lane GroupEBTEBRWBLWBTNBLNBR
Lane Configurations
Volume (vph)220710034
Lane Util. Factor1.001.001.001.001.001.00
Frt0.865
Flt Protected0.979
Satd. Flow (prot)198700194516110
Flt Permitted0.979
Satd. Flow (perm)198700194516110
Adj. Flow (vph)240811037
Lane Group Flow (vph)240019370
Sign ControlFreeFreeStop
Intersection Summary
Control Type: Unsignalized
Intersection Capacity Utilization 16.8%ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8
29: Int 2012 AM Existing
Timing Plan: AM PEAKSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 2
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Volume (veh/h)220710034
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.920.920.920.920.920.92
Hourly flow rate (vph)240811037
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume245024
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol245024
tC, single (s)4.16.46.2
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %10010096
cM capacity (veh/h)15919541053
Direction, Lane #EB 1WB 1NB 1
Volume Total241837
Volume Left080
Volume Right0037
cSH170015911053
Volume to Capacity0.010.000.04
Queue Length 95th (ft)003
Control Delay (s)0.03.08.5
Lane LOSAA
Approach Delay (s)0.03.08.5
Approach LOSA
Intersection Summary
Average Delay 4.7
Intersection Capacity Utilization 16.8%ICU Level of Service A
Analysis Period (min)15
Lanes, Volumes, TimingsEagle Harbor Tract 8
87: Northgate Lane & 2012 PM Existing
Timing Plan: PM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 1
Lane GroupEBTEBRWBLWBTNBLNBR
Lane Configurations
Volume (vph)100302007
Lane Util. Factor1.001.001.001.001.001.00
Frt0.865
Flt Protected0.971
Satd. Flow (prot)198700192917190
Flt Permitted0.971
Satd. Flow (perm)198700192917190
Adj. Flow (vph)110332208
Lane Group Flow (vph)11005580
Sign ControlFreeFreeStop
Intersection Summary
Control Type: Unsignalized
Intersection Capacity Utilization 19.4%ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8
87: Northgate Lane & 2012 PM Existing
Timing Plan: PM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 2
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Volume (veh/h)100302007
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.920.920.920.920.920.92
Hourly flow rate (vph)110332208
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume119811
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol119811
tC, single (s)4.16.46.2
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %9810099
cM capacity (veh/h)16088831070
Direction, Lane #EB 1WB 1NB 1
Volume Total11548
Volume Left0330
Volume Right008
cSH170016081070
Volume to Capacity0.010.020.01
Queue Length 95th (ft)021
Control Delay (s)0.04.48.4
Lane LOSAA
Approach Delay (s)0.04.48.4
Approach LOSA
Intersection Summary
Average Delay 4.2
Intersection Capacity Utilization 19.4%ICU Level of Service A
Analysis Period (min)15
Lanes, Volumes, TimingsEagle Harbor Tract 8
88: Northgate Lane & 2014 AM No Build
Timing Plan: AM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 1
Lane GroupEBTEBRWBLWBTNBLNBR
Lane Configurations
Volume (vph)220710034
Lane Util. Factor1.001.001.001.001.001.00
Frt0.865
Flt Protected0.979
Satd. Flow (prot)198700194517190
Flt Permitted0.979
Satd. Flow (perm)198700194517190
Adj. Flow (vph)240811037
Lane Group Flow (vph)240019370
Sign ControlFreeFreeStop
Intersection Summary
Control Type: Unsignalized
Intersection Capacity Utilization 16.8%ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8
88: Northgate Lane & 2014 AM No Build
Timing Plan: AM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 2
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Volume (veh/h)220710034
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.920.920.920.920.920.92
Hourly flow rate (vph)240811037
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume245024
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol245024
tC, single (s)4.16.46.2
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %10010096
cM capacity (veh/h)15919541053
Direction, Lane #EB 1WB 1NB 1
Volume Total241837
Volume Left080
Volume Right0037
cSH170015911053
Volume to Capacity0.010.000.04
Queue Length 95th (ft)003
Control Delay (s)0.03.08.5
Lane LOSAA
Approach Delay (s)0.03.08.5
Approach LOSA
Intersection Summary
Average Delay 4.7
Intersection Capacity Utilization 16.8%ICU Level of Service A
Analysis Period (min)15
Lanes, Volumes, TimingsEagle Harbor Tract 8
87: Northgate Lane & 2014 PM No Build
Timing Plan: PM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 1
Lane GroupEBTEBRWBLWBTNBLNBR
Lane Configurations
Volume (vph)100302007
Lane Util. Factor1.001.001.001.001.001.00
Frt0.865
Flt Protected0.971
Satd. Flow (prot)198700192917190
Flt Permitted0.971
Satd. Flow (perm)198700192917190
Adj. Flow (vph)110332208
Lane Group Flow (vph)11005580
Sign ControlFreeFreeStop
Intersection Summary
Control Type: Unsignalized
Intersection Capacity Utilization 19.4%ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8
87: Northgate Lane & 2014 PM No Build
Timing Plan: PM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 2
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Volume (veh/h)100302007
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.920.920.920.920.920.92
Hourly flow rate (vph)110332208
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume119811
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol119811
tC, single (s)4.16.46.2
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %9810099
cM capacity (veh/h)16088831070
Direction, Lane #EB 1WB 1NB 1
Volume Total11548
Volume Left0330
Volume Right008
cSH170016081070
Volume to Capacity0.010.020.01
Queue Length 95th (ft)021
Control Delay (s)0.04.48.4
Lane LOSAA
Approach Delay (s)0.04.48.4
Approach LOSA
Intersection Summary
Average Delay 4.2
Intersection Capacity Utilization 19.4%ICU Level of Service A
Analysis Period (min)15
Lanes, Volumes, TimingsEagle Harbor Tract 8
86: Northgate Lane & Driveway A 2014 AM Build
Timing Plan: AM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 7
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)02207106200346600
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.8500.865
Flt Protected0.9790.950
Satd. Flow (prot)019870019451583017190018880
Flt Permitted0.9790.950
Satd. Flow (perm)019870019451583017190018880
Adj. Flow (vph)02408116700377200
Lane Group Flow (vph)02400196703700720
Sign ControlFreeFreeStopStop
Intersection Summary
Control Type: Unsignalized
Intersection Capacity Utilization 23.8%ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8
86: Northgate Lane & Driveway A 2014 AM Build
Timing Plan: AM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 8
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (veh/h)02207106200346600
Sign ControlFreeFreeStopStop
Grade0%0%0%0%
Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92
Hourly flow rate (vph)02408116700377200
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume78245011724875011
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol78245011724875011
tC, single (s)4.14.17.16.56.27.16.56.2
tC, 2 stage (s)
tF (s)2.22.23.54.03.33.54.03.3
p0 queue free %1001001001009692100100
cM capacity (veh/h)1520159194676910538648371070
Direction, Lane #EB 1WB 1WB 2NB 1SB 1
Volume Total2418673772
Volume Left 080072
Volume Right0067370
cSH1520159117001053864
Volume to Capacity0.000.000.040.040.08
Queue Length 95th (ft)00037
Control Delay (s)0.03.00.08.59.5
Lane LOSAAA
Approach Delay (s)0.00.68.59.5
Approach LOSAA
Intersection Summary
Average Delay 4.8
Intersection Capacity Utilization 23.8%ICU Level of Service A
Analysis Period (min)15
Lanes, Volumes, TimingsEagle Harbor Tract 8
86: Northgate Lane & Driveway A 2014 PM Build
Timing Plan: PM PeakSynchro 7 - Report 3/31/2013
Kimley-Horn and Associates, Inc.Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)0100302019100719100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.8500.865
Flt Protected0.9710.950
Satd. Flow (prot)019870019291583017190018880
Flt Permitted0.9710.950
Satd. Flow (perm)019870019291583017190018880
Adj. Flow (vph)0110332220800820800
Lane Group Flow (vph)0110055208 08002080
Sign ControlFreeFreeStopStop
Intersection Summary
Control Type: Unsignalized
Intersection Capacity Utilization 33.3%ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8
86: Northgate Lane & Driveway A 2014 PM Build
Timing Plan: PM PeakSynchro 7 - Report 3/31/2013
Kimley-Horn and Associates, Inc.Page 2
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (veh/h)0100302019100719100
Sign ControlFreeFreeStopStop
Grade0%0%0%0%
Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92
Hourly flow rate (vph)0110332220800820800
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume2291198305111059822
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol2291198305111059822
tC, single (s)4.14.17.16.56.27.16.56.2
tC, 2 stage (s)
tF (s)2.22.23.54.03.33.54.03.3
p0 queue free %100981001009976100100
cM capacity (veh/h)1339160887159610708557761055
Direction, Lane #EB 1WB 1WB 2NB 1SB 1
Volume Total11542088208
Volume Left03300208
Volume Right0020880
cSH1339160817001070855
Volume to Capacity0.000.020.120.010.24
Queue Length 95th (ft)020124
Control Delay (s)0.04.40.08.410.6
Lane LOSAAB
Approach Delay (s)0.00.98.410.6
Approach LOSAB
Intersection Summary
Average Delay 5.1
Intersection Capacity Utilization 33.3%ICU Level of Service A
Analysis Period (min)15
Lanes, Volumes, TimingsEagle Harbor Tract 8
92: Driveway B & US Route 17/Carrollton Boulevard 2014 AM Build
Timing Plan: AM PeakSynchro 7 - Report 11/26/2012
Kimley-Horn and Associates, Inc.Page 5
Lane GroupEBLEBRNBLNBTSBTSBR
Lane Configurations
Volume (vph)0170138462233
Lane Util. Factor1.001.001.000.950.951.00
Frt0.8650.850
Flt Protected
Satd. Flow (prot)016110353935391583
Flt Permitted
Satd. Flow (perm)016110353935391583
Adj. Flow (vph)0180150467636
Lane Group Flow (vph)0180150467636
Sign ControlStopFreeFree
Intersection Summary
Control Type: Unsignalized
Intersection Capacity Utilization 41.6%ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8
92: Driveway B & US Route 17/Carrollton Boulevard 2014 AM Build
Timing Plan: AM PeakSynchro 7 - Report 11/26/2012
Kimley-Horn and Associates, Inc.Page 6
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Volume (veh/h)0170138462233
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.920.920.920.920.920.92
Hourly flow rate (vph)0180150467636
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)902445
pX, platoon unblocked0.880.880.88
vC, conflicting volume1428338712
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol6230414
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %10098100
cM capacity (veh/h)3689591010
Direction, Lane #EB 1NB 1NB 2SB 1SB 2SB 3
Volume Total1875275233833836
Volume Left 000000
Volume Right18 000036
cSH95917001700170017001700
Volume to Capacity0.020.440.440.200.200.02
Queue Length 95th (ft)100000
Control Delay (s)8.80.00.00.00.00.0
Lane LOSA
Approach Delay (s)8.80.00.0
Approach LOSA
Intersection Summary
Average Delay 0.1
Intersection Capacity Utilization 41.6%ICU Level of Service A
Analysis Period (min)15
Lanes, Volumes, TimingsEagle Harbor Tract 8
92: Driveway B & US Route 17/Carrollton Boulevard 2014 PM Build
Timing Plan: PM PeakSynchro 7 - Report 11/26/2012
Kimley-Horn and Associates, Inc.Page 5
Lane GroupEBLEBRNBLNBTSBTSBR
Lane Configurations
Volume (vph)04909431890110
Lane Util. Factor1.001.001.000.950.951.00
Frt0.8650.850
Flt Protected
Satd. Flow (prot)016110353935391583
Flt Permitted
Satd. Flow (perm)016110353935391583
Adj. Flow (vph)053010252054120
Lane Group Flow (vph)053010252054120
Sign ControlStopFreeFree
Intersection Summary
Control Type: Unsignalized
Intersection Capacity Utilization 62.2%ICU Level of Service B
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8
92: Driveway B & US Route 17/Carrollton Boulevard 2014 PM Build
Timing Plan: PM PeakSynchro 7 - Report 11/26/2012
Kimley-Horn and Associates, Inc.Page 6
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Volume (veh/h)04909431890110
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.920.920.920.920.920.92
Hourly flow rate (vph)053010252054120
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)902445
pX, platoon unblocked0.470.450.45
vC, conflicting volume256710272174
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol161601163
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %10089100
cM capacity (veh/h)45488268
Direction, Lane #EB 1NB 1NB 2SB 1SB 2SB 3
Volume Total5351251210271027120
Volume Left 000000
Volume Right53 0000120
cSH48817001700170017001700
Volume to Capacity0.110.300.300.600.600.07
Queue Length 95th (ft)900000
Control Delay (s)13.30.00.00.00.00.0
Lane LOSB
Approach Delay (s)13.30.00.0
Approach LOSB
Intersection Summary
Average Delay 0.2
Intersection Capacity Utilization 62.2%ICU Level of Service B
Analysis Period (min)15
Lanes, Volumes, TimingsEagle Harbor Tract 8
88: Smiths Neck Road & Driveway C 2014 AM Build
Timing Plan: AM PeakSynchro 7 - Report 11/26/2012
Kimley-Horn and Associates, Inc.Page 3
Lane GroupEBTEBRWBLWBTNBLNBR
Lane Configurations
Volume (vph)751170155057
Lane Util. Factor0.951.001.000.951.001.00
Frt0.8500.865
Flt Protected
Satd. Flow (prot)353915830353901611
Flt Permitted
Satd. Flow (perm)353915830353901611
Adj. Flow (vph)816180168062
Lane Group Flow (vph)816180168062
Sign ControlFreeFreeStop
Intersection Summary
Control Type: Unsignalized
Intersection Capacity Utilization 31.0%ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8
88: Smiths Neck Road & Driveway C 2014 AM Build
Timing Plan: AM PeakSynchro 7 - Report 11/26/2012
Kimley-Horn and Associates, Inc.Page 4
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Volume (veh/h)751170155057
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.920.920.920.920.920.92
Hourly flow rate (vph)816180168062
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)449
pX, platoon unblocked
vC, conflicting volume835901408
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol835901408
tC, single (s)4.16.86.9
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %10010090
cM capacity (veh/h)794278592
Direction, Lane #EB 1EB 2EB 3WB 1WB 2NB 1
Volume Total40840818848462
Volume Left 000000
Volume Right00180062
cSH17001700170017001700592
Volume to Capacity0.240.240.010.050.050.10
Queue Length 95th (ft)000009
Control Delay (s)0.00.00.00.00.011.8
Lane LOSB
Approach Delay (s)0.00.011.8
Approach LOSB
Intersection Summary
Average Delay 0.7
Intersection Capacity Utilization 31.0%ICU Level of Service A
Analysis Period (min)15
Lanes, Volumes, TimingsEagle Harbor Tract 8
88: Smiths Neck Road & Driveway C 2014 PM Build
Timing Plan: PM PeakSynchro 7 - Report 11/26/2012
Kimley-Horn and Associates, Inc.Page 3
Lane GroupEBTEBRWBLWBTNBLNBR
Lane Configurations
Volume (vph)332530874096
Lane Util. Factor0.951.001.000.951.001.00
Frt0.8500.865
Flt Protected
Satd. Flow (prot)353915830353901611
Flt Permitted
Satd. Flow (perm)353915830353901611
Adj. Flow (vph)3615809500104
Lane Group Flow (vph)3615809500104
Sign ControlFreeFreeStop
Intersection Summary
Control Type: Unsignalized
Intersection Capacity Utilization 27.5%ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8
88: Smiths Neck Road & Driveway C 2014 PM Build
Timing Plan: PM PeakSynchro 7 - Report 11/26/2012
Kimley-Horn and Associates, Inc.Page 4
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Volume (veh/h)332530874096
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.920.920.920.920.920.92
Hourly flow rate (vph)3615809500104
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)449
pX, platoon unblocked
vC, conflicting volume418836180
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol418836180
tC, single (s)4.16.86.9
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %10010087
cM capacity (veh/h)1137306831
Direction, Lane #EB 1EB 2EB 3WB 1WB 2NB 1
Volume Total18018058475475104
Volume Left 000000
Volume Right005800104
cSH17001700170017001700831
Volume to Capacity0.110.110.030.280.280.13
Queue Length 95th (ft)0000011
Control Delay (s)0.00.00.00.00.010.0
Lane LOSA
Approach Delay (s)0.00.010.0
Approach LOSA
Intersection Summary
Average Delay 0.7
Intersection Capacity Utilization 27.5%ICU Level of Service A
Analysis Period (min)15
Lanes, Volumes, TimingsEagle Harbor Tract 8
31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2012 AM Existing
Timing Plan: AM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 3
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1131371721771926914807
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.8500.8500.850
Flt Protected0.9530.9590.9500.950
Satd. Flow (prot)017931524015321615144434711242180533121615
Flt Permitted0.9530.9590.9500.950
Satd. Flow (perm)017931524015321615144434711242180533121615
Satd. Flow (RTOR)4925109
Adj. Flow (vph)157249254251020932145339
Lane Group Flow (vph)015949029251020932145339
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Total Split (s)25.025.025.024.024.024.019.046.046.020.047.047.0
Total Lost Time (s)6.06.06.06.06.06.06.57.07.06.57.07.0
Act Effct Green (s)15.415.48.18.16.472.472.45.972.272.2
Actuated g/C Ratio0.130.130.070.070.060.630.630.050.630.63
v/c Ratio0.660.200.270.180.120.960.030.040.260.01
Control Delay60.113.456.321.250.936.015.445.016.416.1
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay60.113.456.321.250.936.015.445.016.416.1
LOSEBECDDBDBB
Approach Delay49.140.135.916.6
Approach LOSDDDB
Intersection Summary
Cycle Length: 115
Actuated Cycle Length: 115
Offset: 86 (75%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 33.3Intersection LOS: C
Intersection Capacity Utilization 81.2%ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8
31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2012 AM Existing
Timing Plan: AM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 4
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1131371721771926914807
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)6.06.06.06.06.57.07.06.57.07.0
Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00
Frt1.000.851.000.851.001.000.851.001.000.85
Flt Protected0.951.000.961.000.951.001.000.951.001.00
Satd. Flow (prot)1793152415311615144434711242180533121615
Flt Permitted0.951.000.961.000.951.001.000.951.001.00
Satd. Flow (perm)1793152415311615144434711242180533121615
Peak-hour factor, PHF0.720.500.750.670.500.670.670.920.420.250.900.75
Adj. Flow (vph)157249254251020932145339
RTOR Reduction (vph)00420024 004004
Lane Group Flow (vph)0159702911020931745335
Heavy Vehicles (%)1%0%6%6%100%0%25%4%30%0%9%0%
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Actuated Green, G (s)15.415.46.76.71.666.166.11.365.865.8
Effective Green, g (s)15.415.46.76.71.666.166.11.365.865.8
Actuated g/C Ratio0.130.130.060.060.010.570.570.010.570.57
Clearance Time (s)6.06.06.06.06.57.07.06.57.07.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)2402048994201995714201895924
v/s Ratio Protc0.09c0.02c0.01c0.600.000.16
v/s Ratio Perm0.000.000.010.00
v/c Ratio0.660.030.330.020.501.050.020.200.280.01
Uniform Delay, d147.343.352.051.056.324.510.556.312.510.6
Progression Factor1.001.001.001.000.951.291.640.851.331.91
Incremental Delay, d26.70.12.10.112.831.40.04.80.40.0
Delay (s)54.043.454.151.166.462.917.352.917.120.2
Level of ServiceDDDDEEBDBC
Approach Delay (s)51.552.762.517.4
Approach LOSDDEB
Intersection Summary
HCM Average Control Delay53.1HCM Level of ServiceD
HCM Volume to Capacity ratio0.86
Actuated Cycle Length (s) 115.0Sum of lost time (s)18.5
Intersection Capacity Utilization81.2%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
Lanes, Volumes, TimingsEagle Harbor Tract 8
31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2012 PM Existing
Timing Plan: PM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 3
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)57112719393281927212122123
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.8500.8500.850
Flt Protected0.9650.9640.9500.950
Satd. Flow (prot)018341615018321615180535051615180535391615
Flt Permitted0.9650.9640.9500.950
Satd. Flow (perm)018341615018321615180535051615180535391615
Satd. Flow (RTOR)38163256
Adj. Flow (vph)642438248164495232402143140
Lane Group Flow (vph)08838032164495232402143140
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Total Split (s)20.020.020.017.017.017.020.073.073.020.073.073.0
Total Lost Time (s)6.06.06.06.06.06.06.57.07.06.57.07.0
Act Effct Green (s)11.311.38.28.28.681.781.78.381.481.4
Actuated g/C Ratio0.090.090.060.060.070.630.630.060.630.63
v/c Ratio0.550.220.280.140.370.430.030.340.970.14
Control Delay69.218.863.826.074.89.41.350.124.25.6
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay69.218.863.826.074.89.41.350.124.25.6
LOSEBECEAADCA
Approach Delay54.051.212.023.5
Approach LOSDDBC
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 124 (95%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay: 21.6Intersection LOS: C
Intersection Capacity Utilization 86.2%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8
31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2012 PM Existing
Timing Plan: PM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 4
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)57112719393281927212122123
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)6.06.06.06.06.57.07.06.57.07.0
Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00
Frt1.000.851.000.851.001.000.851.001.000.85
Flt Protected0.961.000.961.000.951.001.000.951.001.00
Satd. Flow (prot)1833161518311615180535051615180535391615
Flt Permitted0.961.000.961.000.951.001.000.951.001.00
Satd. Flow (perm)1833161518311615180535051615180535391615
Peak-hour factor, PHF0.890.460.720.800.380.560.730.860.840.530.990.88
Adj. Flow (vph)642438248164495232402143140
RTOR Reduction (vph)0035001500130022
Lane Group Flow (vph)088303214495219402143118
Heavy Vehicles (%)0%0%0%0%0%0%0%3%0%0%2%0%
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Actuated Green, G (s)11.311.36.86.87.579.279.27.278.978.9
Effective Green, g (s)11.311.36.86.87.579.279.27.278.978.9
Actuated g/C Ratio0.090.090.050.050.060.610.610.060.610.61
Clearance Time (s)6.06.06.06.06.57.07.06.57.07.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)159140968410421359841002148980
v/s Ratio Protc0.05c0.02c0.020.270.02c0.61
v/s Ratio Perm0.000.000.010.07
v/c Ratio0.550.020.330.010.420.450.020.401.000.12
Uniform Delay, d156.954.359.458.459.213.610.059.325.510.8
Progression Factor1.001.001.001.001.160.600.270.860.820.67
Incremental Delay, d24.10.12.00.02.60.60.00.25.30.0
Delay (s)61.154.461.558.571.28.82.851.126.37.3
Level of ServiceED EEEAADCA
Approach Delay (s)59.060.511.325.6
Approach LOSEEBC
Intersection Summary
HCM Average Control Delay23.1HCM Level of ServiceC
HCM Volume to Capacity ratio0.87
Actuated Cycle Length (s) 130.0Sum of lost time (s)25.5
Intersection Capacity Utilization86.2%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
Lanes, Volumes, TimingsEagle Harbor Tract 8
31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2014 AM No Build
Timing Plan: AM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 3
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1131371721772090915607
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.8500.8500.850
Flt Protected0.9530.9570.9500.950
Satd. Flow (prot)017931524015871615144434711242180533121615
Flt Permitted0.9530.9570.9500.950
Satd. Flow (perm)017931524015871615144434711242180533121615
Satd. Flow (RTOR)442068
Adj. Flow (vph)13314420220822721116228
Lane Group Flow (vph)01344402220822721116228
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Total Split (s)22.022.022.016.016.016.015.087.087.015.087.087.0
Total Lost Time (s)6.06.06.06.06.06.06.57.07.06.57.07.0
Act Effct Green (s)14.614.67.97.96.4101.2101.25.7100.8100.8
Actuated g/C Ratio0.100.100.060.060.050.720.720.040.720.72
v/c Ratio0.720.220.240.180.120.910.010.010.260.01
Control Delay81.618.169.426.866.323.54.974.06.84.0
Queue Delay0.00.00.00.00.01.70.00.00.00.0
Total Delay81.618.169.426.866.325.24.974.06.84.0
LOSFBECECAEAA
Approach Delay65.949.125.36.9
Approach LOSEDCA
Intersection Summary
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 25 (18%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 24.2Intersection LOS: C
Intersection Capacity Utilization 85.8%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8
31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2014 AM No Build
Timing Plan: AM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 4
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1131371721772090915607
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)6.06.06.06.06.57.07.06.57.07.0
Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00
Frt1.000.851.000.851.001.000.851.001.000.85
Flt Protected0.951.000.961.000.951.001.000.951.001.00
Satd. Flow (prot)1792152415871615144434711242180533121615
Flt Permitted0.951.000.961.000.951.001.000.951.001.00
Satd. Flow (perm)1792152415871615144434711242180533121615
Peak-hour factor, PHF0.850.850.850.850.850.850.850.920.850.850.900.85
Adj. Flow (vph)13314420220822721116228
RTOR Reduction (vph)00390019 002003
Lane Group Flow (vph)01345022182272916225
Heavy Vehicles (%)1%0%6%6%100%0%25%4%30%0%9%0%
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Actuated Green, G (s)14.614.65.15.11.693.693.61.293.293.2
Effective Green, g (s)14.614.65.15.11.693.693.61.293.293.2
Actuated g/C Ratio0.100.100.040.040.010.670.670.010.670.67
Clearance Time (s)6.06.06.06.06.57.07.06.57.07.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)18715958591723218301522051075
v/s Ratio Protc0.07c0.01c0.01c0.650.000.19
v/s Ratio Perm0.000.000.010.00
v/c Ratio0.720.030.380.010.470.980.010.070.280.00
Uniform Delay, d160.756.365.965.068.822.37.768.89.67.8
Progression Factor1.001.001.001.001.001.020.701.150.770.70
Incremental Delay, d212.30.14.10.114.111.70.01.80.30.0
Delay (s)73.056.470.065.182.834.55.480.87.75.5
Level of ServiceEEEEFCAFAA
Approach Delay (s)68.967.734.57.8
Approach LOSEECA
Intersection Summary
HCM Average Control Delay31.5HCM Level of ServiceC
HCM Volume to Capacity ratio0.86
Actuated Cycle Length (s) 140.0Sum of lost time (s)18.5
Intersection Capacity Utilization85.8%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
Lanes, Volumes, TimingsEagle Harbor Tract 8
31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2014 PM No Build
Timing Plan: PM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 3
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)57112719393297527212388123
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.8500.8500.850
Flt Protected0.9650.9640.9500.950
Satd. Flow (prot)018341615018321615180535051615180535391615
Flt Permitted0.9650.9640.9500.950
Satd. Flow (perm)018341615018321615180535051615180535391615
Satd. Flow (RTOR)38163260
Adj. Flow (vph)6424382481644113432402412140
Lane Group Flow (vph)088380321644113432402412140
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Total Split (s)16.016.016.015.015.015.015.0104.0104.015.0104.0104.0
Total Lost Time (s)6.06.06.06.06.06.06.57.07.06.57.07.0
Act Effct Green (s)10.110.18.08.07.8103.7103.77.7103.7103.7
Actuated g/C Ratio0.070.070.050.050.050.690.690.050.690.69
v/c Ratio0.720.260.330.160.470.470.030.430.990.12
Control Delay98.123.677.229.7101.28.30.988.619.70.8
Queue Delay0.00.00.00.00.00.00.00.08.70.0
Total Delay98.123.777.229.7101.28.30.988.628.40.8
LOSFCECFAAFCA
Approach Delay75.661.411.527.8
Approach LOSEEBC
Intersection Summary
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.99
Intersection Signal Delay: 24.8Intersection LOS: C
Intersection Capacity Utilization 93.5%ICU Level of Service F
Analysis Period (min) 15
Splits and Phases: 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8
31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2014 PM No Build
Timing Plan: PM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 4
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)57112719393297527212388123
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)6.06.06.06.06.57.07.06.57.07.0
Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00
Frt1.000.851.000.851.001.000.851.001.000.85
Flt Protected0.961.000.961.000.951.001.000.951.001.00
Satd. Flow (prot)1833161518311615180535051615180535391615
Flt Permitted0.961.000.961.000.951.001.000.951.001.00
Satd. Flow (perm)1833161518311615180535051615180535391615
Peak-hour factor, PHF0.890.460.720.800.380.560.730.860.840.530.990.88
Adj. Flow (vph)6424382481644113432402412140
RTOR Reduction (vph)0035001500100020
Lane Group Flow (vph)0883032144113422402412120
Heavy Vehicles (%)0%0%0%0%0%0%0%3%0%0%2%0%
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Actuated Green, G (s)10.110.16.66.66.6101.2101.26.6101.2101.2
Effective Green, g (s)10.110.16.66.66.6101.2101.26.6101.2101.2
Actuated g/C Ratio0.070.070.040.040.040.670.670.040.670.67
Clearance Time (s)6.06.06.06.06.57.07.06.57.07.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)123109817179236510907923881090
v/s Ratio Protc0.05c0.02c0.020.320.02c0.68
v/s Ratio Perm0.000.000.010.07
v/c Ratio0.720.020.400.010.560.480.020.511.010.11
Uniform Delay, d168.565.369.868.670.311.78.070.124.48.6
Progression Factor1.001.001.001.001.250.640.301.210.390.12
Incremental Delay, d217.90.13.20.17.60.60.01.713.30.1
Delay (s)86.465.472.968.695.18.22.486.522.71.1
Level of ServiceFEEEFAAFCA
Approach Delay (s)80.171.511.222.5
Approach LOSFEBC
Intersection Summary
HCM Average Control Delay21.5HCM Level of ServiceC
HCM Volume to Capacity ratio0.93
Actuated Cycle Length (s) 150.0Sum of lost time (s)25.5
Intersection Capacity Utilization93.5%ICU Level of ServiceF
Analysis Period (min)15
c Critical Lane Group
Lanes, Volumes, TimingsEagle Harbor Tract 8
31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2014 AM Build
Timing Plan: AM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 3
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1131371721772146915957
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.8500.8500.850
Flt Protected0.9530.9570.9500.950
Satd. Flow (prot)017931524015871615144434711242180533121615
Flt Permitted0.9530.9570.9500.950
Satd. Flow (perm)017931524015871615144434711242180533121615
Satd. Flow (RTOR)442068
Adj. Flow (vph)13314420220823331116618
Lane Group Flow (vph)01344402220823331116618
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Total Split (s)15.015.015.018.018.018.015.092.092.015.092.092.0
Total Lost Time (s)6.06.06.06.06.06.06.57.07.06.57.07.0
Act Effct Green (s)15.715.77.97.96.5100.0100.05.799.599.5
Actuated g/C Ratio0.110.110.060.060.050.710.710.040.710.71
v/c Ratio0.670.210.240.180.120.940.010.010.280.01
Control Delay76.719.069.426.860.123.65.391.04.81.1
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay76.719.069.426.860.123.65.391.04.81.1
LOSEBECECAFAA
Approach Delay62.549.123.74.9
Approach LOSEDCA
Intersection Summary
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 36 (26%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.94
Intersection Signal Delay: 22.2Intersection LOS: C
Intersection Capacity Utilization 87.3%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8
31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2014 AM Build
Timing Plan: AM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 4
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1131371721772146915957
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)6.06.06.06.06.57.07.06.57.07.0
Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00
Frt1.000.851.000.851.001.000.851.001.000.85
Flt Protected0.951.000.961.000.951.001.000.951.001.00
Satd. Flow (prot)1792152415871615144434711242180533121615
Flt Permitted0.951.000.961.000.951.001.000.951.001.00
Satd. Flow (perm)1792152415871615144434711242180533121615
Peak-hour factor, PHF0.850.850.850.850.850.850.850.920.850.850.900.85
Adj. Flow (vph)13314420220823331116618
RTOR Reduction (vph)00390019 002003
Lane Group Flow (vph)01345022182333916615
Heavy Vehicles (%)1%0%6%6%100%0%25%4%30%0%9%0%
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Actuated Green, G (s)15.715.75.15.11.792.592.51.292.092.0
Effective Green, g (s)15.715.75.15.11.792.592.51.292.092.0
Actuated g/C Ratio0.110.110.040.040.010.660.660.010.660.66
Clearance Time (s)6.06.06.06.06.57.07.06.57.07.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)20117158591822938211521761061
v/s Ratio Protc0.07c0.010.01c0.670.00c0.20
v/s Ratio Perm0.000.000.010.00
v/c Ratio0.670.030.380.010.441.020.010.070.300.00
Uniform Delay, d159.655.465.965.068.723.88.168.810.38.3
Progression Factor1.001.001.001.000.910.900.921.410.540.25
Incremental Delay, d28.10.14.10.111.720.20.01.80.40.0
Delay (s)67.755.470.065.174.241.77.598.66.02.0
Level of ServiceEEEEEDAFAA
Approach Delay (s)64.767.741.66.0
Approach LOSEEDA
Intersection Summary
HCM Average Control Delay35.9HCM Level of ServiceD
HCM Volume to Capacity ratio0.95
Actuated Cycle Length (s) 140.0Sum of lost time (s)26.0
Intersection Capacity Utilization87.3%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
Lanes, Volumes, TimingsEagle Harbor Tract 8
31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2014 PM Build
Timing Plan: PM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 3
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)571127193932106627212492123
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.8500.8500.850
Flt Protected0.9600.9590.9500.950
Satd. Flow (prot)018091524015131615144434711242180533121615
Flt Permitted0.9600.9590.9500.950
Satd. Flow (perm)018091524015131615144434711242180533121615
Satd. Flow (RTOR)32113255
Adj. Flow (vph)6713322241138115932252769145
Lane Group Flow (vph)080320261138115932252769145
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Total Split (s)15.015.015.015.015.015.015.0105.0105.015.0105.0105.0
Total Lost Time (s)5.55.55.55.55.55.56.57.07.06.57.07.0
Act Effct Green (s)9.79.78.18.17.7110.1110.17.5107.3107.3
Actuated g/C Ratio0.060.060.050.050.050.730.730.050.720.72
v/c Ratio0.680.250.320.110.510.450.030.281.170.12
Control Delay95.925.478.033.091.68.02.248.189.50.8
Queue Delay0.00.00.00.00.00.00.00.062.10.0
Total Delay95.925.578.033.091.68.02.248.1151.70.8
LOSFCECFAADFA
Approach Delay75.864.710.5143.4
Approach LOSEEBF
Intersection Summary
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 55 (37%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.17
Intersection Signal Delay: 103.1Intersection LOS: F
Intersection Capacity Utilization 95.6%ICU Level of Service F
Analysis Period (min) 15
Splits and Phases: 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8
31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2014 PM Build
Timing Plan: PM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 4
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)571127193932106627212492123
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)5.55.55.55.56.57.07.06.57.07.0
Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00
Frt1.000.851.000.851.001.000.851.001.000.85
Flt Protected0.961.000.961.000.951.001.000.951.001.00
Satd. Flow (prot)1808152415131615144434711242180533121615
Flt Permitted0.961.000.961.000.951.001.000.951.001.00
Satd. Flow (perm)1808152415131615144434711242180533121615
Peak-hour factor, PHF0.850.850.850.850.850.850.850.920.850.850.900.85
Adj. Flow (vph)6713322241138115932252769145
RTOR Reduction (vph)0030001100100017
Lane Group Flow (vph)0802026038115922252769128
Heavy Vehicles (%)1%0%6%6%100%0%25%4%30%0%9%0%
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Actuated Green, G (s)9.79.75.35.36.6105.4105.45.1103.9103.9
Effective Green, g (s)9.79.75.35.36.6105.4105.45.1103.9103.9
Actuated g/C Ratio0.060.060.040.040.040.700.700.030.690.69
Clearance Time (s)5.55.55.55.56.57.07.06.57.07.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)1179953576424398736122941119
v/s Ratio Protc0.04c0.020.03c0.330.01c0.84
v/s Ratio Perm0.000.000.020.08
v/c Ratio0.680.020.490.010.590.480.030.411.210.11
Uniform Delay, d168.665.771.069.870.410.06.871.023.07.7
Progression Factor1.001.001.001.001.020.750.740.690.300.14
Incremental Delay, d215.30.17.00.012.60.60.00.493.60.0
Delay (s)83.965.878.069.984.48.05.149.5100.41.1
Level of ServiceFEEEFAADFA
Approach Delay (s)78.775.610.395.1
Approach LOSEEBF
Intersection Summary
HCM Average Control Delay70.4HCM Level of ServiceE
HCM Volume to Capacity ratio1.12
Actuated Cycle Length (s) 150.0Sum of lost time (s)25.0
Intersection Capacity Utilization95.6%ICU Level of ServiceF
Analysis Period (min)15
c Critical Lane Group
Lanes, Volumes, TimingsEagle Harbor Tract 8
10: Northgate Lane & US Route 17/Carrollton Boulevard 2012 AM Existing
Timing Plan: AM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)37019000111214015876
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.850
Flt Protected0.9500.9500.950
Satd. Flow (prot)017701583018630177035391863177035391583
Flt Permitted0.9500.9500.950
Satd. Flow (perm)017701583018630177035391863177035391583
Adj. Flow (vph)480320001613950462412
Lane Group Flow (vph)048320001613950462412
Sign ControlStopStopFreeFree
Intersection Summary
Control Type: Unsignalized
Intersection Capacity Utilization 43.6%ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8
10: Northgate Lane & US Route 17/Carrollton Boulevard 2012 AM Existing
Timing Plan: AM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 2
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (veh/h)37019000111214015876
Sign ControlStopStopFreeFree
Grade0%0%0%0%
Peak Hour Factor0.770.920.590.920.920.920.690.870.920.250.940.50
Hourly flow rate (vph)480320001613950462412
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeRaisedRaised
Median storage veh)11
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume13622060312178020726986361395
vC1, stage 1 conf vol63263214271427
vC2, stage 2 conf vol7301427352644
vCu, unblocked vol13622060312178020726986361395
tC, single (s)7.56.56.97.56.56.94.14.1
tC, 2 stage (s)6.55.56.55.5
tF (s)3.54.03.33.54.03.32.22.2
p0 queue free %79100951001001009899
cM capacity (veh/h)229143684115144383943486
Direction, Lane #EB 1EB 2WB 1NB 1NB 2NB 3NB 4SB 1SB 2SB 3SB 4
Volume Total48320166986980431231212
Volume Left480016 0004000
Volume Right032 0000000012
cSH2296841700943170017001700486170017001700
Volume to Capacity0.210.050.000.020.410.410.000.010.180.180.01
Queue Length 95th (ft)19 4010001000
Control Delay (s)24.810.50.08.90.00.00.012.50.00.00.0
Lane LOSCBAAB
Approach Delay (s)19.10.00.10.1
Approach LOSCA
Intersection Summary
Average Delay 0.8
Intersection Capacity Utilization 43.6%ICU Level of Service A
Analysis Period (min)15
Lanes, Volumes, TimingsEagle Harbor Tract 8
10: Northgate Lane & US Route 17/Carrollton Boulevard 2012 PM Existing
Timing Plan: PM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)8090002574700143825
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.850
Flt Protected0.9500.950
Satd. Flow (prot)017701583018630177035391863186335391583
Flt Permitted0.9500.950
Satd. Flow (perm)017701583018630177035391863186335391583
Adj. Flow (vph)120240003287900169236
Lane Group Flow (vph)012240003287900169236
Sign ControlStopStopFreeFree
Intersection Summary
Control Type: Unsignalized
Intersection Capacity Utilization 49.8%ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8
10: Northgate Lane & US Route 17/Carrollton Boulevard 2012 PM Existing
Timing Plan: PM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 2
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (veh/h)8090002574700143825
Sign ControlStopStopFreeFree
Grade0%0%0%0%
Peak Hour Factor0.670.920.380.920.920.920.780.850.920.920.850.69
Hourly flow rate (vph)120240003287900169236
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume21952635846181226714391728879
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol21952635846181226714391728879
tC, single (s)7.56.56.97.56.56.94.14.1
tC, 2 stage (s)
tF (s)3.54.03.33.54.03.32.22.2
p0 queue free %491009210010010091100
cM capacity (veh/h)23213064220565361765
Direction, Lane #EB 1EB 2WB 1NB 1NB 2NB 3NB 4SB 1SB 2SB 3SB 4
Volume Total12240324394390084684636
Volume Left120032 0000000
Volume Right024 0000000036
cSH2330617003611700170017001700170017001700
Volume to Capacity0.510.080.000.090.260.260.000.000.500.500.02
Queue Length 95th (ft)38 6070000000
Control Delay (s)267.517.80.015.90.00.00.00.00.00.00.0
Lane LOSFCAC
Approach Delay (s)101.50.00.60.0
Approach LOSFA
Intersection Summary
Average Delay 1.5
Intersection Capacity Utilization 49.8%ICU Level of Service A
Analysis Period (min)15
Lanes, Volumes, TimingsEagle Harbor Tract 8
10: Northgate Lane & US Route 17/Carrollton Boulevard 2014 AM No Build
Timing Plan: AM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)37019000111359016726
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.850
Flt Protected0.9500.9500.950
Satd. Flow (prot)017701583018630177035391863177035391583
Flt Permitted0.9500.9500.950
Satd. Flow (perm)017701583018630177035391863177035391583
Adj. Flow (vph)44022000131562017157
Lane Group Flow (vph)04422000131562017157
Sign ControlStopStopFreeFree
Intersection Summary
Control Type: Unsignalized
Intersection Capacity Utilization 47.6%ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8
10: Northgate Lane & US Route 17/Carrollton Boulevard 2014 AM No Build
Timing Plan: AM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 2
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (veh/h)37019000111359016726
Sign ControlStopStopFreeFree
Grade0%0%0%0%
Peak Hour Factor0.850.920.850.920.920.920.850.870.920.850.940.85
Hourly flow rate (vph)44022000131562017157
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeRaisedRaised
Median storage veh)11
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume15242305357197023127817221562
vC1, stage 1 conf vol71771715881588
vC2, stage 2 conf vol8071588382724
vCu, unblocked vol15242305357197023127817221562
tC, single (s)7.56.56.97.56.56.94.14.1
tC, 2 stage (s)6.55.56.55.5
tF (s)3.54.03.33.54.03.32.22.2
p0 queue free %781009710010010099100
cM capacity (veh/h)20012163993120338876419
Direction, Lane #EB 1EB 2WB 1NB 1NB 2NB 3NB 4SB 1SB 2SB 3SB 4
Volume Total4422013781781013573577
Volume Left440013 0001000
Volume Right022 000000007
cSH2006391700876170017001700419170017001700
Volume to Capacity0.220.030.000.010.460.460.000.000.210.210.00
Queue Length 95th (ft)20 3010000000
Control Delay (s)28.010.80.09.20.00.00.013.60.00.00.0
Lane LOSDBAAB
Approach Delay (s)22.20.00.10.0
Approach LOSCA
Intersection Summary
Average Delay 0.7
Intersection Capacity Utilization 47.6%ICU Level of Service A
Analysis Period (min)15
Lanes, Volumes, TimingsEagle Harbor Tract 8
10: Northgate Lane & US Route 17/Carrollton Boulevard 2014 PM No Build
Timing Plan: PM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)8090002590400168725
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.850
Flt Protected0.9500.950
Satd. Flow (prot)017701583018630177035391863186335391583
Flt Permitted0.9500.950
Satd. Flow (perm)017701583018630177035391863186335391583
Adj. Flow (vph)1202400032106400198536
Lane Group Flow (vph)0122400032106400198536
Sign ControlStopStopFreeFree
Intersection Summary
Control Type: Unsignalized
Intersection Capacity Utilization 56.6%ICU Level of Service B
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8
10: Northgate Lane & US Route 17/Carrollton Boulevard 2014 PM No Build
Timing Plan: PM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 2
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (veh/h)8090002590400168725
Sign ControlStopStopFreeFree
Grade0%0%0%0%
Peak Hour Factor0.670.920.380.920.920.920.780.850.920.920.850.69
Hourly flow rate (vph)1202400032106400198536
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume258131129922144314953220211064
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol258131129922144314953220211064
tC, single (s)7.56.56.97.56.56.94.14.1
tC, 2 stage (s)
tF (s)3.54.03.33.54.03.32.22.2
p0 queue free %01009010010010088100
cM capacity (veh/h)1110244239492278651
Direction, Lane #EB 1EB 2WB 1NB 1NB 2NB 3NB 4SB 1SB 2SB 3SB 4
Volume Total12240325325320099299236
Volume Left120032 0000000
Volume Right024 0000000036
cSH1124417002781700170017001700170017001700
Volume to Capacity1.040.100.000.120.310.310.000.000.580.580.02
Queue Length 95th (ft)548010 0000000
Control Delay (s)709.621.30.019.70.00.00.00.00.00.00.0
Lane LOSFCAC
Approach Delay (s)252.00.00.60.0
Approach LOSFA
Intersection Summary
Average Delay 3.0
Intersection Capacity Utilization 56.6%ICU Level of Service B
Analysis Period (min)15
Lanes, Volumes, TimingsEagle Harbor Tract 8
10: Northgate Lane & US Route 17/Carrollton Boulevard 2014 AM Build
Timing Plan: AM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)430790006413520168215
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.850
Flt Protected0.9500.9500.950
Satd. Flow (prot)017701583018630177035391863177035391583
Flt Permitted0.9500.9500.950
Satd. Flow (perm)017701583018630177035391863177035391583
Adj. Flow (vph)510930007515540172618
Lane Group Flow (vph)051930007515540172618
Sign ControlStopStopFreeFree
Intersection Summary
Control Type: Unsignalized
Intersection Capacity Utilization 54.0%ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8
10: Northgate Lane & US Route 17/Carrollton Boulevard 2014 AM Build
Timing Plan: AM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 2
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (veh/h)430790006413520168215
Sign ControlStopStopFreeFree
Grade0%0%0%0%
Peak Hour Factor0.850.920.850.920.920.920.850.870.920.850.940.85
Hourly flow rate (vph)510930007515540172618
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeRaisedRaised
Median storage veh)11
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume16552432363216324507777431554
vC1, stage 1 conf vol72872817051705
vC2, stage 2 conf vol9281705458746
vCu, unblocked vol16552432363216324507777431554
tC, single (s)7.56.56.97.56.56.94.14.1
tC, 2 stage (s)6.55.56.55.5
tF (s)3.54.03.33.54.03.32.22.2
p0 queue free %701008510010010091100
cM capacity (veh/h)1681016347097340860422
Direction, Lane #EB 1EB 2WB 1NB 1NB 2NB 3NB 4SB 1SB 2SB 3SB 4
Volume Total51930757777770136336318
Volume Left510075 0001000
Volume Right093 0000000018
cSH1686341700860170017001700422170017001700
Volume to Capacity0.300.150.000.090.460.460.000.000.210.210.01
Queue Length 95th (ft)3013 070000000
Control Delay (s)35.511.70.09.60.00.00.013.60.00.00.0
Lane LOS EBAAB
Approach Delay (s)20.00.00.40.0
Approach LOSCA
Intersection Summary
Average Delay 1.4
Intersection Capacity Utilization 54.0%ICU Level of Service A
Analysis Period (min)15
Lanes, Volumes, TimingsEagle Harbor Tract 8
10: Northgate Lane & US Route 17/Carrollton Boulevard 2014 PM Build
Timing Plan: PM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)37017100018987000170352
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.850
Flt Protected0.9500.950
Satd. Flow (prot)017701583018630177035391863186335391583
Flt Permitted0.9500.950
Satd. Flow (perm)017701583018630177035391863186335391583
Adj. Flow (vph)440201000222100000181261
Lane Group Flow (vph)044201000222100000181261
Sign ControlStopStopFreeFree
Intersection Summary
Control Type: Unsignalized
Intersection Capacity Utilization 70.9%ICU Level of Service C
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8
10: Northgate Lane & US Route 17/Carrollton Boulevard 2014 PM Build
Timing Plan: PM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 2
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (veh/h)37017100018987000170352
Sign ControlStopStopFreeFree
Grade0%0%0%0%
Peak Hour Factor0.850.920.850.920.920.920.850.870.920.850.940.85
Hourly flow rate (vph)440201000222100000181261
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeRaisedRaised
Median storage veh)11
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume275632569062552331850018731000
vC1, stage 1 conf vol1812181214451445
vC2, stage 2 conf vol945144511071873
vCu, unblocked vol275632569062552331850018731000
tC, single (s)7.56.56.97.56.56.94.14.1
tC, 2 stage (s)6.55.56.55.5
tF (s)3.54.03.33.54.03.32.22.2
p0 queue free %01002810010010030100
cM capacity (veh/h)403827922516317688
Direction, Lane #EB 1EB 2WB 1NB 1NB 2NB 3NB 4SB 1SB 2SB 3SB 4
Volume Total4420102225005000090690661
Volume Left4400222 0000000
Volume Right0201 0000000061
cSH4027917003171700170017001700170017001700
Volume to Capacity1.100.720.000.700.290.290.000.000.530.530.04
Queue Length 95th (ft)1071270124 0000000
Control Delay (s)332.045.30.039.10.00.00.00.00.00.00.0
Lane LOSFEAE
Approach Delay (s)96.30.07.10.0
Approach LOSFA
Intersection Summary
Average Delay 9.7
Intersection Capacity Utilization 70.9%ICU Level of Service C
Analysis Period (min)15
Lanes, Volumes, TimingsEagle Harbor Tract 8
170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 AM Build
Timing Plan: AM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)6741911515536421325178525108
Lane Util. Factor0.950.951.001.001.001.001.000.951.001.000.951.00
Frt0.8500.8500.8500.850
Flt Protected0.9500.9550.9640.9500.950
Satd. Flow (prot)169817081599018321615157035391615180534711568
Flt Permitted0.9500.9550.9640.3580.082
Satd. Flow (perm)1698170815990183216155913539161515634711568
Satd. Flow (RTOR)1284210127
Adj. Flow (vph)7752213518642491395209618127
Lane Group Flow (vph)39540213502442491395209618127
Turn TypeSplitPermSplitPermD.P+PPermD.P+Ppm+ov
Protected Phases443316524
Permitted Phases432662
Total Split (s)43.043.043.015.015.015.015.067.067.015.067.043.0
Total Lost Time (s)6.56.56.56.06.06.06.07.07.06.07.06.5
Act Effct Green (s)36.136.136.17.77.775.576.876.879.168.2107.4
Actuated g/C Ratio0.260.260.260.060.060.540.550.550.560.490.77
v/c Ratio0.900.910.270.240.330.130.720.020.060.370.10
Control Delay74.476.08.868.924.316.028.212.49.117.61.4
Queue Delay0.00.00.00.00.10.00.40.00.00.00.0
Total Delay74.476.08.868.924.416.028.612.49.117.61.4
LOSEEAECBCBABA
Approach Delay65.640.628.014.8
Approach LOSEDCB
Intersection Summary
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 39 (28%), Referenced to phase 2:NBSB and 6:NBSB, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 36.0Intersection LOS: D
Intersection Capacity Utilization 77.9%ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 170: Smiths Neck Road & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8
170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 AM Build
Timing Plan: AM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 2
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)6741911515536421325178525108
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)6.56.56.56.06.06.07.07.06.07.06.5
Lane Util. Factor0.950.951.001.001.001.000.951.001.000.951.00
Frt1.001.000.851.000.851.001.000.851.001.000.85
Flt Protected0.950.951.000.961.000.951.001.000.951.001.00
Satd. Flow (prot)16981707159918311615157035391615180534711568
Flt Permitted0.950.951.000.961.000.361.001.000.081.001.00
Satd. Flow (perm)169817071599183116155923539161515634711568
Peak-hour factor, PHF0.870.850.850.850.850.850.850.950.850.850.850.85
Adj. Flow (vph)7752213518642491395209618127
RTOR Reduction (vph)00950040 0050035
Lane Group Flow (vph)39540240024249139515961892
Heavy Vehicles (%)1%0%1%0%0%0%15%2%0%0%4%3%
Turn TypeSplitPermSplitPermD.P+PPermD.P+Ppm+ov
Protected Phases443316524
Permitted Phases432662
Actuated Green, G (s)36.136.136.16.36.372.170.870.872.165.8101.9
Effective Green, g (s)36.136.136.16.36.372.170.870.872.165.8101.9
Actuated g/C Ratio0.260.260.260.040.040.510.510.510.510.470.73
Clearance Time (s)6.56.56.56.06.06.07.07.06.07.06.5
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)438440412827334917908179616311141
v/s Ratio Prot0.23c0.24c0.01c0.01c0.390.000.180.02
v/s Ratio Perm0.030.000.070.010.050.04
v/c Ratio0.900.910.100.290.030.140.780.020.090.380.08
Uniform Delay, d150.250.439.564.763.917.328.217.322.623.95.5
Progression Factor1.001.001.001.001.001.001.001.000.570.692.29
Incremental Delay, d221.423.20.12.00.10.23.40.00.40.70.0
Delay (s)71.673.639.666.764.117.531.717.313.417.112.6
Level of ServiceEEDEEBC BBBB
Approach Delay (s)67.965.031.016.3
Approach LOSEECB
Intersection Summary
HCM Average Control Delay38.9HCM Level of ServiceD
HCM Volume to Capacity ratio0.79
Actuated Cycle Length (s) 140.0Sum of lost time (s)25.5
Intersection Capacity Utilization77.9%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
Lanes, Volumes, Timings Eagle Harbor Tract 8
170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 PM Build
Timing Plan: PM Peak Synchro 7 - Report 3/28/2013
Kimley-Horn and Associates, Inc.Page 1
Lane Group EBL EBT EBR WBLWBTWBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)310 24 94 33 28 12 225 709 9 261873 621
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.9500.959 0.974 0.950 0.950
Satd. Flow (prot)169817161599 018511615157035391615180534711568
Flt Permitted 0.9500.959 0.974 0.048 0.338
Satd. Flow (perm)169817161599 018511615 7935391615 64234711568
Satd. Flow (RTOR)111 14 11 250
Adj. Flow (vph)356 28 111 39 33 14 265 746 11 312204 731
Lane Group Flow (vph)192 192 111 0 72 14 265 746 11 312204 731
Turn Type Split Perm Split PermD.P+P PermD.P+P pm+ov
Protected Phases 4 4 3 3 1 6 5 2 4
Permitted Phases 4 3 2 6 6 2
Total Split (s)20.0 20.0 20.0 15.0 15.0 15.0 25.0100.0100.0 15.0 90.0 20.0
Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 6.0 7.0 6.0
Act Effct Green (s)14.4 14.4 14.4 8.6 8.6103.0 99.0 99.0105.4 83.0 98.4
Actuated g/C Ratio 0.10 0.10 0.10 0.06 0.06 0.69 0.66 0.66 0.70 0.55 0.66
v/c Ratio 1.19 1.17 0.44 0.67 0.13 1.09 0.32 0.01 0.06 1.15 0.66
Control Delay 184.1179.2 16.1 98.4 30.6128.7 12.2 5.1 4.3 88.0 2.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.2 0.0
Total Delay 184.1179.2 16.1 98.4 30.6128.7 12.2 5.1 4.3 91.2 2.6
LOS F F B F C F B A A F A
Approach Delay 144.5 87.4 42.3 68.5
Approach LOS F F D E
Intersection Summary
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 59 (39%), Referenced to phase 2:NBSB and 6:NBSB, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.19
Intersection Signal Delay: 71.2 Intersection LOS: E
Intersection Capacity Utilization 96.0%ICU Level of Service F
Analysis Period (min) 15
Splits and Phases: 170: Smiths Neck Road & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity Analysis Eagle Harbor Tract 8
170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 PM Build
Timing Plan: PM Peak Synchro 7 - Report 3/28/2013
Kimley-Horn and Associates, Inc.Page 2
Movement EBL EBT EBR WBLWBTWBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)310 24 94 33 28 12 225 709 9 261873 621
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 6.0 7.0 6.0
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 0.96 1.00 0.97 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot)169817161599 18501615157035391615180534711568
Flt Permitted 0.95 0.96 1.00 0.97 1.00 0.05 1.00 1.00 0.34 1.00 1.00
Satd. Flow (perm)169817161599 18501615 8035391615 64334711568
Peak-hour factor, PHF 0.87 0.85 0.85 0.85 0.85 0.85 0.85 0.95 0.85 0.85 0.85 0.85
Adj. Flow (vph)356 28 111 39 33 14 265 746 11 312204 731
RTOR Reduction (vph)0 0 100 0 0 13 0 0 4 0 0 88
Lane Group Flow (vph)192 192 11 0 72 1 265 746 7 312204 643
Heavy Vehicles (%)1%0%1%0%0%0%15%2%0%0%4%3%
Turn Type Split Perm Split PermD.P+P PermD.P+P pm+ov
Protected Phases 4 4 3 3 1 6 5 2 4
Permitted Phases 4 3 2 6 6 2
Actuated Green, G (s)14.4 14.4 14.4 8.6 8.6102.0 96.6 96.6102.0 83.0 97.4
Effective Green, g (s)14.4 14.4 14.4 8.6 8.6102.0 96.6 96.6102.0 83.0 97.4
Actuated g/C Ratio 0.10 0.10 0.10 0.06 0.06 0.68 0.64 0.64 0.68 0.55 0.65
Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 6.0 7.0 6.0
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)163 165 154 106 93 24322791040 47919211018
v/s Ratio Prot c0.11 0.11 c0.04 c0.14 0.21 0.00c0.63 0.06
v/s Ratio Perm 0.01 0.00 0.61 0.00 0.04 0.35
v/c Ratio 1.18 1.16 0.07 0.68 0.01 1.09 0.33 0.01 0.06 1.15 0.63
Uniform Delay, d1 67.8 67.8 61.7 69.3 66.7 54.7 12.0 9.5 10.9 33.5 15.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.70 0.56 0.42
Incremental Delay, d2 126.4120.9 0.2 15.9 0.0 84.0 0.4 0.0 0.0 66.9 0.1
Delay (s)194.2188.7 61.9 85.3 66.7138.7 12.4 9.6 7.7 85.8 6.7
Level of Service F F E F E F B A A F A
Approach Delay (s)162.4 82.3 45.1 65.5
Approach LOS F F D E
Intersection Summary
HCM Average Control Delay 71.8 HCM Level of Service E
HCM Volume to Capacity ratio 1.11
Actuated Cycle Length (s)150.0 Sum of lost time (s)25.0
Intersection Capacity Utilization 96.0%ICU Level of Service F
Analysis Period (min)15
c Critical Lane Group
Lanes, Volumes, TimingsEagle Harbor Tract 8
170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2012 AM Existing
Timing Plan: AM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 7
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)6171911315536401184178413108
Lane Util. Factor0.950.951.001.001.001.001.000.951.001.000.951.00
Frt0.8500.8500.8500.850
Flt Protected0.9500.9560.9640.9500.950
Satd. Flow (prot)169817101599018321615157035391615180534711568
Flt Permitted0.9500.9560.9640.9500.950
Satd. Flow (perm)169817101599018321615157035391615180534711568
Satd. Flow (RTOR)1404814129
Adj. Flow (vph)70932140248486512462420523129
Lane Group Flow (vph)369372140032486512462420523129
Turn TypeSplitPermSplitPermProtPermProtpm+ov
Protected Phases443316524
Permitted Phases 4362
Total Split (s)25.025.025.024.024.024.020.047.047.019.046.025.0
Total Lost Time (s)6.56.56.56.06.06.06.07.07.06.07.06.5
Act Effct Green (s)31.131.131.18.08.010.053.453.46.945.379.6
Actuated g/C Ratio0.270.270.270.070.070.090.460.460.060.390.69
v/c Ratio0.800.800.260.250.310.470.760.030.190.380.11
Control Delay55.155.17.255.219.460.430.612.753.822.23.4
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay55.155.17.255.219.460.430.612.753.822.23.4
LOSEEAEBECBDCA
Approach Delay47.533.731.819.5
Approach LOSDCCB
Intersection Summary
Cycle Length: 115
Actuated Cycle Length: 115
Offset: 114 (99%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 33.7Intersection LOS: C
Intersection Capacity Utilization 72.4%ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 170: Smiths Neck Road & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8
170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2012 AM Existing
Timing Plan: AM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 8
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)6171911315536401184178413108
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)6.56.56.56.06.06.07.07.06.07.06.5
Lane Util. Factor0.950.951.001.001.001.000.951.001.000.951.00
Frt1.001.000.851.000.851.001.000.851.001.000.85
Flt Protected0.950.961.000.961.000.951.001.000.951.001.00
Satd. Flow (prot)16981710159918311615157035391615180534711568
Flt Permitted0.950.961.000.961.000.951.001.000.951.001.00
Satd. Flow (perm)16981710159918311615157035391615180534711568
Peak-hour factor, PHF0.870.590.810.620.620.750.620.950.710.400.790.84
Adj. Flow (vph)70932140248486512462420523129
RTOR Reduction (vph)001020045 0080046
Lane Group Flow (vph)369372380323651246162052383
Heavy Vehicles (%)1%0%1%0%0%0%15%2%0%0%4%3%
Turn TypeSplitPermSplitPermProtPermProtpm+ov
Protected Phases443316524
Permitted Phases 4362
Actuated Green, G (s)31.131.131.16.66.68.948.648.63.242.974.0
Effective Green, g (s)31.131.131.16.66.68.948.648.63.242.974.0
Actuated g/C Ratio0.270.270.270.060.060.080.420.420.030.370.64
Clearance Time (s)6.56.56.56.06.06.07.07.06.07.06.5
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)4594624321059312214966835012951009
v/s Ratio Prot0.22c0.22c0.02c0.04c0.350.010.150.02
v/s Ratio Perm0.020.000.010.03
v/c Ratio0.800.810.090.300.030.530.830.020.400.400.08
Uniform Delay, d139.139.131.352.051.251.029.619.455.026.67.7
Progression Factor1.001.001.001.001.001.001.001.000.980.813.48
Incremental Delay, d29.89.80.11.60.14.45.60.15.10.90.0
Delay (s)48.949.031.453.651.355.535.219.459.022.526.9
Level of ServiceDDCDDEDBECC
Approach Delay (s)46.252.235.924.4
Approach LOS DDDC
Intersection Summary
HCM Average Control Delay36.8HCM Level of ServiceD
HCM Volume to Capacity ratio0.79
Actuated Cycle Length (s) 115.0Sum of lost time (s)25.5
Intersection Capacity Utilization72.4%ICU Level of ServiceC
Analysis Period (min)15
c Critical Lane Group
Lanes, Volumes, TimingsEagle Harbor Tract 8
170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2012 PM Existing
Timing Plan: PM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 7
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)21424903328122225669261521621
Lane Util. Factor0.950.951.001.001.001.001.000.951.001.000.951.00
Frt0.8500.8500.8500.850
Flt Protected0.9500.9660.9730.9500.950
Satd. Flow (prot)171517241583018491615177035051615180535391615
Flt Permitted0.9500.9660.9730.9500.950
Satd. Flow (perm)171517241583018491615177035051615180535391615
Satd. Flow (RTOR)1121612349
Adj. Flow (vph)2354011248401626766612401536647
Lane Group Flow (vph)1361391120881626766612401536647
Turn TypeSplitPermSplitPermProtPermProtpm+ov
Protected Phases443316524
Permitted Phases 4362
Total Split (s)25.025.025.018.018.018.030.069.069.018.057.025.0
Total Lost Time (s)6.56.56.56.06.06.06.07.07.06.07.06.5
Act Effct Green (s)16.316.316.310.510.522.571.771.78.355.272.0
Actuated g/C Ratio0.130.130.130.080.080.170.550.550.060.420.55
v/c Ratio0.630.640.380.590.110.870.340.010.341.020.62
Control Delay67.167.712.573.524.279.318.48.186.939.59.5
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay67.167.712.573.524.279.318.48.186.939.59.5
LOSEEBECEBAFDA
Approach Delay51.565.935.531.6
Approach LOSDEDC
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 11 (8%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.02
Intersection Signal Delay: 35.7Intersection LOS: D
Intersection Capacity Utilization 83.8%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 170: Smiths Neck Road & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8
170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2012 PM Existing
Timing Plan: PM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 8
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)21424903328122225669261521621
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)6.56.56.56.06.06.07.07.06.07.06.5
Lane Util. Factor0.950.951.001.001.001.000.951.001.000.951.00
Frt1.001.000.851.000.851.001.000.851.001.000.85
Flt Protected0.950.971.000.971.000.951.001.000.951.001.00
Satd. Flow (prot)17151723158318501615177035051615180535391615
Flt Permitted0.950.971.000.971.000.951.001.000.951.001.00
Satd. Flow (perm)17151723158318501615177035051615180535391615
Peak-hour factor, PHF0.910.600.800.690.700.750.830.850.750.650.990.96
Adj. Flow (vph)2354011248401626766612401536647
RTOR Reduction (vph)00980015 00500157
Lane Group Flow (vph)1361391408812676667401536490
Heavy Vehicles (%)0%4%2%0%0%0%2%3%0%0%2%0%
Turn TypeSplitPermSplitPermProtPermProtpm+ov
Protected Phases443316524
Permitted Phases 4362
Actuated Green, G (s)16.316.316.310.510.522.570.570.57.255.271.5
Effective Green, g (s)16.316.316.310.510.522.570.570.57.255.271.5
Actuated g/C Ratio0.130.130.130.080.080.170.540.540.060.420.55
Clearance Time (s)6.56.56.56.06.06.07.07.06.07.06.5
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)21521619814913030619018761001503888
v/s Ratio Prot0.08c0.08c0.05c0.150.190.02c0.430.07
v/s Ratio Perm0.010.000.000.23
v/c Ratio0.630.640.070.590.010.870.350.010.401.020.55
Uniform Delay, d154.054.150.257.755.052.416.813.759.337.418.9
Progression Factor1.001.001.001.001.001.001.001.001.460.431.86
Incremental Delay, d26.06.40.26.10.022.80.50.00.919.60.3
Delay (s)60.060.550.363.855.075.217.313.787.635.535.4
Level of ServiceEEDEDEBBFDD
Approach Delay (s)57.462.533.636.4
Approach LOSEECD
Intersection Summary
HCM Average Control Delay38.7HCM Level of ServiceD
HCM Volume to Capacity ratio0.89
Actuated Cycle Length (s) 130.0Sum of lost time (s)25.5
Intersection Capacity Utilization83.8%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
Lanes, Volumes, TimingsEagle Harbor Tract 8
170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 AM No Build
Timing Plan: AM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 7
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)6171911515536421326178490108
Lane Util. Factor0.950.951.001.001.001.001.000.951.001.000.951.00
Frt0.8500.8500.8500.850
Flt Protected0.9500.9550.9640.9500.950
Satd. Flow (prot)169817081599018321615157035391615180534711568
Flt Permitted0.9500.9550.9640.9500.950
Satd. Flow (perm)169817081599018321615157035391615180534711568
Satd. Flow (RTOR)1354210127
Adj. Flow (vph)7092213518642491396209576127
Lane Group Flow (vph)36236913502442491396209576127
Turn TypeSplitPermSplitPermProtPermProtpm+ov
Protected Phases443316524
Permitted Phases 4362
Total Split (s)45.045.045.015.015.015.016.065.065.015.064.045.0
Total Lost Time (s)6.56.56.56.06.06.06.07.07.06.07.06.5
Act Effct Green (s)35.235.235.27.77.78.777.577.56.367.9106.2
Actuated g/C Ratio0.250.250.250.060.060.060.550.550.040.480.76
v/c Ratio0.850.860.270.240.330.500.710.020.110.340.10
Control Delay68.269.47.468.924.380.728.213.279.118.50.5
Queue Delay0.00.00.00.00.10.00.60.00.00.00.0
Total Delay68.269.47.468.924.480.728.713.279.118.50.5
LOSEEAECFCBEBA
Approach Delay59.240.630.216.0
Approach LOSEDCB
Intersection Summary
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 2 (1%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 35.3Intersection LOS: D
Intersection Capacity Utilization 76.3%ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 170: Smiths Neck Road & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8
170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 AM No Build
Timing Plan: AM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 8
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)6171911515536421326178490108
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)6.56.56.56.06.06.07.07.06.07.06.5
Lane Util. Factor0.950.951.001.001.001.000.951.001.000.951.00
Frt1.001.000.851.000.851.001.000.851.001.000.85
Flt Protected0.950.961.000.961.000.951.001.000.951.001.00
Satd. Flow (prot)16981708159918311615157035391615180534711568
Flt Permitted0.950.961.000.961.000.951.001.000.951.001.00
Satd. Flow (perm)16981708159918311615157035391615180534711568
Peak-hour factor, PHF0.870.850.850.850.850.850.850.950.850.850.850.85
Adj. Flow (vph)7092213518642491396209576127
RTOR Reduction (vph)001010040 0050036
Lane Group Flow (vph)36236934024249139615957691
Heavy Vehicles (%)1%0%1%0%0%0%15%2%0%0%4%3%
Turn TypeSplitPermSplitPermProtPermProtpm+ov
Protected Phases443316524
Permitted Phases 4362
Actuated Green, G (s)35.235.235.26.36.37.671.571.51.565.4100.6
Effective Green, g (s)35.235.235.26.36.37.671.571.51.565.4100.6
Actuated g/C Ratio0.250.250.250.040.040.050.510.510.010.470.72
Clearance Time (s)6.56.56.56.06.06.07.07.06.07.06.5
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)42742940282738518078251916211127
v/s Ratio Prot0.21c0.22c0.01c0.03c0.390.000.170.02
v/s Ratio Perm0.020.000.010.04
v/c Ratio0.850.860.080.290.030.580.770.020.470.360.08
Uniform Delay, d149.950.040.164.763.964.627.716.968.923.85.9
Progression Factor1.001.001.001.001.001.001.001.001.200.710.55
Incremental Delay, d214.416.00.12.00.19.13.30.017.20.60.0
Delay (s)64.366.040.266.764.173.831.017.099.717.63.3
Level of ServiceEEDEEECBFBA
Approach Delay (s)61.365.032.216.0
Approach LOSEECB
Intersection Summary
HCM Average Control Delay37.3HCM Level of ServiceD
HCM Volume to Capacity ratio0.79
Actuated Cycle Length (s) 140.0Sum of lost time (s)25.5
Intersection Capacity Utilization76.3%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
Lanes, Volumes, TimingsEagle Harbor Tract 8
170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 PM No Build
Timing Plan: PM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 7
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)21424943328122257149261769621
Lane Util. Factor0.950.951.001.001.001.001.000.951.001.000.951.00
Frt0.8500.8500.8500.850
Flt Protected0.9500.9660.9730.9500.950
Satd. Flow (prot)171517241583018491615177035051615180535391615
Flt Permitted0.9500.9660.9730.9500.950
Satd. Flow (perm)171517241583018491615177035051615180535391615
Satd. Flow (RTOR)1181612232
Adj. Flow (vph)2354011848401627184012401787647
Lane Group Flow (vph)1361391180881627184012401787647
Turn TypeSplitPermSplitPermProtPermProtpm+ov
Protected Phases443316524
Permitted Phases 4362
Total Split (s)20.020.020.015.015.015.030.0100.0100.015.085.020.0
Total Lost Time (s)6.56.56.56.06.06.06.07.07.06.07.06.5
Act Effct Green (s)13.513.513.59.09.024.096.496.47.978.092.0
Actuated g/C Ratio0.090.090.090.060.060.160.640.640.050.520.61
v/c Ratio0.880.900.470.800.140.960.370.010.420.970.60
Control Delay112.6115.116.8112.429.1105.313.74.989.922.73.7
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay112.6115.116.8112.429.1105.313.74.989.922.73.7
LOSFFBFCFBAFCA
Approach Delay84.799.635.718.8
Approach LOSFFDB
Intersection Summary
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 10 (7%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay: 31.8Intersection LOS: C
Intersection Capacity Utilization 90.8%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 170: Smiths Neck Road & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8
170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 PM No Build
Timing Plan: PM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 8
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)21424943328122257149261769621
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)6.56.56.56.06.06.07.07.06.07.06.5
Lane Util. Factor0.950.951.001.001.001.000.951.001.000.951.00
Frt1.001.000.851.000.851.001.000.851.001.000.85
Flt Protected0.950.971.000.971.000.951.001.000.951.001.00
Satd. Flow (prot)17151723158318501615177035051615180535391615
Flt Permitted0.950.971.000.971.000.951.001.000.951.001.00
Satd. Flow (perm)17151723158318501615177035051615180535391615
Peak-hour factor, PHF0.910.600.800.690.700.750.830.850.750.650.990.96
Adj. Flow (vph)2354011848401627184012401787647
RTOR Reduction (vph)001070015 0040090
Lane Group Flow (vph)1361391108812718408401787557
Heavy Vehicles (%)0%4%2%0%0%0%2%3%0%0%2%0%
Turn TypeSplitPermSplitPermProtPermProtpm+ov
Protected Phases443316524
Permitted Phases 4362
Actuated Green, G (s)13.513.513.59.09.024.095.295.26.878.091.5
Effective Green, g (s)13.513.513.59.09.024.095.295.26.878.091.5
Actuated g/C Ratio0.090.090.090.060.060.160.630.630.050.520.61
Clearance Time (s)6.56.56.56.06.06.07.07.06.07.06.5
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)1541551421119728322251025821840985
v/s Ratio Prot0.08c0.08c0.05c0.150.240.02c0.500.05
v/s Ratio Perm0.010.000.000.29
v/c Ratio0.880.900.070.790.010.960.380.010.490.970.56
Uniform Delay, d167.567.662.569.666.362.513.210.169.934.917.4
Progression Factor1.001.001.001.001.001.001.001.001.250.440.50
Incremental Delay, d240.443.10.231.00.041.60.50.01.36.50.2
Delay (s)107.8110.762.8100.666.4104.113.710.188.821.79.0
Level of ServiceFFEFEFBBFCA
Approach Delay (s)95.395.335.419.5
Approach LOSFFDB
Intersection Summary
HCM Average Control Delay33.1HCM Level of ServiceC
HCM Volume to Capacity ratio0.95
Actuated Cycle Length (s) 150.0Sum of lost time (s)25.5
Intersection Capacity Utilization90.8%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
Lanes, Volumes, TimingsEagle Harbor Tract 8
170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 AM Build
Timing Plan: AM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 13
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)6741911515536421325178525108
Lane Util. Factor0.950.951.001.001.001.000.970.951.001.000.951.00
Frt0.8500.8500.8500.850
Flt Protected0.9500.9550.9640.9500.950
Satd. Flow (prot)169817081599018321615304535391615180534711568
Flt Permitted0.9500.9550.9640.9500.950
Satd. Flow (perm)169817081599018321615304535391615180534711568
Satd. Flow (RTOR)1344210127
Adj. Flow (vph)7752213518642491395209618127
Lane Group Flow (vph)39540213502442491395209618127
Turn TypeSplitPermSplitPermProtPermProtpm+ov
Protected Phases448816524
Permitted Phases 4862
Total Split (s)47.047.047.015.015.015.015.063.063.015.063.047.0
Total Lost Time (s)6.56.56.56.06.06.06.07.07.06.07.06.5
Act Effct Green (s)37.437.437.47.77.78.375.375.36.366.0106.5
Actuated g/C Ratio0.270.270.270.060.060.060.540.540.040.470.76
v/c Ratio0.870.880.260.240.330.270.730.020.110.380.10
Control Delay68.870.17.268.924.366.429.913.981.618.80.4
Queue Delay0.00.00.00.00.00.00.30.00.00.00.0
Total Delay68.870.17.268.924.466.430.313.981.618.80.4
LOSEEAECECBFBA
Approach Delay60.440.631.316.4
Approach LOSEDCB
Intersection Summary
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 24 (17%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 36.4Intersection LOS: D
Intersection Capacity Utilization 77.9%ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 170: Smiths Neck Road & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8
170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 AM Build
Timing Plan: AM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 14
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)6741911515536421325178525108
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)6.56.56.56.06.06.07.07.06.07.06.5
Lane Util. Factor0.950.951.001.001.000.970.951.001.000.951.00
Frt1.001.000.851.000.851.001.000.851.001.000.85
Flt Protected0.950.951.000.961.000.951.001.000.951.001.00
Satd. Flow (prot)16981707159918311615304535391615180534711568
Flt Permitted0.950.951.000.961.000.951.001.000.951.001.00
Satd. Flow (perm)16981707159918311615304535391615180534711568
Peak-hour factor, PHF0.870.850.850.850.850.850.850.950.850.850.850.85
Adj. Flow (vph)7752213518642491395209618127
RTOR Reduction (vph)00980040 0050039
Lane Group Flow (vph)39540237024249139515961888
Heavy Vehicles (%)1%0%1%0%0%0%15%2%0%0%4%3%
Turn TypeSplitPermSplitPermProtPermProtpm+ov
Protected Phases448816524
Permitted Phases 4862
Actuated Green, G (s)37.437.437.46.36.310.869.369.31.560.097.4
Effective Green, g (s)37.437.437.46.36.310.869.369.31.560.097.4
Actuated g/C Ratio0.270.270.270.040.040.080.490.490.010.430.70
Clearance Time (s)6.56.56.56.06.06.07.07.06.07.06.5
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)454456427827323517527991914881091
v/s Ratio Prot0.23c0.24c0.010.02c0.390.00c0.180.02
v/s Ratio Perm0.020.000.010.03
v/c Ratio0.870.880.090.290.030.210.800.020.470.420.08
Uniform Delay, d149.049.238.564.763.960.629.518.068.927.86.9
Progression Factor1.001.001.001.001.001.001.001.001.240.680.38
Incremental Delay, d216.417.80.12.00.10.43.90.017.10.80.0
Delay (s)65.467.038.666.764.161.033.318.1102.319.82.7
Level of ServiceEEDEEECBFBA
Approach Delay (s)62.265.034.017.9
Approach LOSEECB
Intersection Summary
HCM Average Control Delay39.1HCM Level of ServiceD
HCM Volume to Capacity ratio0.81
Actuated Cycle Length (s) 140.0Sum of lost time (s)26.5
Intersection Capacity Utilization77.9%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
Lanes, Volumes, TimingsEagle Harbor Tract 8
170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 PM Build
Timing Plan: PM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 13
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)31024943328122257099261873621
Lane Util. Factor0.950.951.001.001.001.000.970.951.001.000.951.00
Frt0.8500.8500.8500.850
Flt Protected0.9500.9590.9740.9500.950
Satd. Flow (prot)169817161599018511615304535391615180534711568
Flt Permitted0.9500.9590.9740.9500.950
Satd. Flow (perm)169817161599018511615304535391615180534711568
Satd. Flow (RTOR)1111411217
Adj. Flow (vph)3562811139331426574611312204731
Lane Group Flow (vph)1921921110721426574611312204731
Turn TypeSplitPermSplitPermProtPermProtpm+ov
Protected Phases448816524
Permitted Phases 4862
Total Split (s)25.025.025.015.015.015.023.095.095.015.087.025.0
Total Lost Time (s)6.06.06.06.06.06.06.07.07.06.07.06.0
Act Effct Green (s)19.019.019.08.68.616.294.494.47.981.2107.1
Actuated g/C Ratio0.130.130.130.060.060.110.630.630.050.540.71
v/c Ratio0.890.880.370.670.130.810.330.010.331.170.62
Control Delay103.0101.413.598.430.683.914.46.055.2102.90.8
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay103.0101.413.598.430.683.914.46.055.2102.90.8
LOSFFBFCFBAEFA
Approach Delay82.387.432.377.2
Approach LOSFFCE
Intersection Summary
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 50 (33%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.17
Intersection Signal Delay: 67.9Intersection LOS: E
Intersection Capacity Utilization 89.9%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 170: Smiths Neck Road & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8
170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 PM Build
Timing Plan: PM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 14
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)31024943328122257099261873621
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)6.06.06.06.06.06.07.07.06.07.06.0
Lane Util. Factor0.950.951.001.001.000.970.951.001.000.951.00
Frt1.001.000.851.000.851.001.000.851.001.000.85
Flt Protected0.950.961.000.971.000.951.001.000.951.001.00
Satd. Flow (prot)16981716159918501615304535391615180534711568
Flt Permitted0.950.961.000.971.000.951.001.000.951.001.00
Satd. Flow (perm)16981716159918501615304535391615180534711568
Peak-hour factor, PHF0.870.850.850.850.850.850.850.950.850.850.850.85
Adj. Flow (vph)3562811139331426574611312204731
RTOR Reduction (vph)00970013 0040072
Lane Group Flow (vph)1921921407212657467312204659
Heavy Vehicles (%)1%0%1%0%0%0%15%2%0%0%4%3%
Turn TypeSplitPermSplitPermProtPermProtpm+ov
Protected Phases448816524
Permitted Phases 4862
Actuated Green, G (s)19.019.019.08.68.616.292.092.05.481.2100.2
Effective Green, g (s)19.019.019.08.68.616.292.092.05.481.2100.2
Actuated g/C Ratio0.130.130.130.060.060.110.610.610.040.540.67
Clearance Time (s)6.06.06.06.06.06.07.07.06.07.06.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)2152172031069332921719916518791047
v/s Ratio Protc0.110.11c0.04c0.090.210.02c0.630.08
v/s Ratio Perm0.010.000.000.34
v/c Ratio0.890.880.070.680.010.810.340.010.481.170.63
Uniform Delay, d164.564.457.769.366.765.414.211.370.934.414.3
Progression Factor1.001.001.001.001.001.001.001.000.800.670.08
Incremental Delay, d233.831.90.115.90.013.40.40.00.578.40.1
Delay (s)98.396.357.985.366.778.714.611.356.9101.41.2
Level of ServiceFFEF EEBBEFA
Approach Delay (s)88.582.331.276.2
Approach LOSFFCE
Intersection Summary
HCM Average Control Delay67.6HCM Level of ServiceE
HCM Volume to Capacity ratio1.05
Actuated Cycle Length (s) 150.0Sum of lost time (s)25.0
Intersection Capacity Utilization89.9%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
Lanes, Volumes, TimingsEagle Harbor Tract 8
34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2012 AM Existing
Timing Plan: AM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 5
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)270827058520445546111
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.8500.8500.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)018051615017361615120334711380180533121615
Flt Permitted0.9500.9500.9500.950
Satd. Flow (perm)018051615017361615120334711380180533121615
Satd. Flow (RTOR)877412
Adj. Flow (vph)40083207710222212751212
Lane Group Flow (vph)04080327710222212751212
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Total Split (s)26.026.026.026.026.026.015.048.048.015.048.048.0
Total Lost Time (s)6.06.06.06.06.06.06.07.07.06.07.07.0
Act Effct Green (s)8.38.38.18.16.686.286.26.185.985.9
Actuated g/C Ratio0.070.070.070.070.060.750.750.050.750.75
v/c Ratio0.310.060.260.420.140.850.010.070.210.01
Control Delay56.227.055.618.369.016.01.853.07.65.3
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay56.227.055.618.369.016.01.853.07.65.3
LOSECEBEBADAA
Approach Delay51.329.316.28.1
Approach LOSDCBA
Intersection Summary
Cycle Length: 115
Actuated Cycle Length: 115
Offset: 8 (7%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 15.8Intersection LOS: B
Intersection Capacity Utilization 84.0%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 34: Harbor Point Lane & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8
34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2012 AM Existing
Timing Plan: AM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 6
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)270827058520445546111
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)6.06.06.06.06.07.07.06.07.07.0
Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00
Frt1.000.851.000.851.001.000.851.001.000.85
Flt Protected0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (prot)1805161517361615120334711380180533121615
Flt Permitted0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (perm)1805161517361615120334711380180533121615
Peak-hour factor, PHF0.670.251.000.840.250.750.500.920.430.750.900.88
Adj. Flow (vph)40083207710222212751212
RTOR Reduction (vph)0080073001004
Lane Group Flow (vph)040003241022221175128
Heavy Vehicles (%)0%0%0%4%0%0%50%4%17%0%9%0%
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Actuated Green, G (s)5.55.56.76.71.776.476.41.476.176.1
Effective Green, g (s)5.55.56.76.71.776.476.41.476.176.1
Actuated g/C Ratio0.050.050.060.060.010.660.660.010.660.66
Clearance Time (s)6.06.06.06.06.07.07.06.07.07.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)8677101941823069172221921069
v/s Ratio Protc0.02c0.02c0.01c0.640.000.15
v/s Ratio Perm0.000.000.010.00
v/c Ratio0.470.000.320.050.560.960.010.320.230.01
Uniform Delay, d153.352.152.051.156.318.06.556.37.86.6
Progression Factor1.001.001.001.001.320.900.241.001.001.00
Incremental Delay, d23.90.01.80.213.45.80.08.20.30.0
Delay (s)57.352.253.851.387.722.01.664.58.06.6
Level of ServiceEDDDFC AEAA
Approach Delay (s)56.452.122.28.7
Approach LOSEDCA
Intersection Summary
HCM Average Control Delay21.4HCM Level of ServiceC
HCM Volume to Capacity ratio0.82
Actuated Cycle Length (s) 115.0Sum of lost time (s)18.0
Intersection Capacity Utilization84.0%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
Lanes, Volumes, TimingsEagle Harbor Tract 8
34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2012 PM Existing
Timing Plan: PM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 5
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)110303002298633655220624
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.8500.8500.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)018051615017361615180535051615180535391615
Flt Permitted0.9500.9500.9500.950
Satd. Flow (perm)018051615017361615180535051615180535391615
Satd. Flow (RTOR)120284816
Adj. Flow (vph)240120420281610034868227432
Lane Group Flow (vph)024120042281610034868227432
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Total Split (s)14.014.014.014.014.014.013.024.024.013.024.024.0
Total Lost Time (s)6.06.06.06.06.06.06.07.07.06.07.07.0
Act Effct Green (s)7.27.27.47.46.132.432.47.038.038.0
Actuated g/C Ratio0.110.110.110.110.090.500.500.110.580.58
v/c Ratio0.120.420.210.130.090.570.060.351.100.03
Control Delay27.411.028.912.626.922.79.132.075.39.8
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay27.411.028.912.626.922.79.132.075.39.8
LOSCBCBCCACEA
Approach Delay13.822.422.173.2
Approach LOSBCCE
Intersection Summary
Cycle Length: 65
Actuated Cycle Length: 65
Offset: 35 (54%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.10
Intersection Signal Delay: 55.0Intersection LOS: D
Intersection Capacity Utilization 88.5%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 34: Harbor Point Lane & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8
34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2012 PM Existing
Timing Plan: PM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 6
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)110303002298633655220624
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)6.06.06.06.06.07.07.06.07.07.0
Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00
Frt1.000.851.000.851.001.000.851.001.000.85
Flt Protected0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (prot)1805161517361615180535051615180535391615
Flt Permitted0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (perm)1805161517361615180535051615180535391615
Peak-hour factor, PHF0.460.250.250.720.250.790.560.860.750.810.970.75
Adj. Flow (vph)240120420281610034868227432
RTOR Reduction (vph)0010900260030009
Lane Group Flow (vph)0241104221610031868227423
Heavy Vehicles (%)0%0%0%4%0%0%0%3%0%0%2%0%
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Actuated Green, G (s)5.85.84.64.61.425.025.04.628.228.2
Effective Green, g (s)5.85.84.64.61.425.025.04.628.228.2
Actuated g/C Ratio0.090.090.070.070.020.380.380.070.430.43
Clearance Time (s)6.06.06.06.06.07.07.06.07.07.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)1611441231143913486211281535701
v/s Ratio Protc0.01c0.020.010.29c0.04c0.64
v/s Ratio Perm0.010.000.010.01
v/c Ratio0.150.070.340.020.410.740.030.531.480.03
Uniform Delay, d127.327.128.828.131.417.212.529.218.410.6
Progression Factor1.001.001.001.000.971.101.791.001.001.00
Incremental Delay, d20.40.21.70.16.43.50.14.2220.20.1
Delay (s)27.827.430.428.236.922.422.433.3238.610.7
Level of ServiceCC CCDCCCFB
Approach Delay (s)27.429.522.6229.6
Approach LOSCCCF
Intersection Summary
HCM Average Control Delay157.4HCM Level of ServiceF
HCM Volume to Capacity ratio1.17
Actuated Cycle Length (s) 65.0Sum of lost time (s)25.0
Intersection Capacity Utilization88.5%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
Lanes, Volumes, TimingsEagle Harbor Tract 8
34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2014 AM No Build
Timing Plan: AM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 5
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)270827058522125554011
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.8500.8500.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)018051615017361615120334711380180533121615
Flt Permitted0.9500.9500.9500.950
Satd. Flow (perm)018051615017361615120334711380180533121615
Satd. Flow (RTOR)868312
Adj. Flow (vph)320832068624046660012
Lane Group Flow (vph)032803268624046660012
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Total Split (s)15.015.015.015.015.015.015.095.095.015.095.095.0
Total Lost Time (s)6.06.06.06.06.06.06.07.07.06.07.07.0
Act Effct Green (s)8.08.08.08.06.4111.6111.66.1111.4111.4
Actuated g/C Ratio0.060.060.060.060.050.800.800.040.800.80
v/c Ratio0.310.080.320.440.110.870.010.080.230.01
Control Delay71.133.871.922.774.06.71.865.86.03.7
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay71.133.871.922.774.06.71.865.86.03.7
LOSECECEAAEAA
Approach Delay63.738.46.96.5
Approach LOSEDAA
Intersection Summary
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 37 (26%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 8.5Intersection LOS: A
Intersection Capacity Utilization 88.6%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 34: Harbor Point Lane & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8
34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2014 AM No Build
Timing Plan: AM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 6
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)270827058522125554011
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)6.06.06.06.06.07.07.06.07.07.0
Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00
Frt1.000.851.000.851.001.000.851.001.000.85
Flt Protected0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (prot)1805161517361615120334711380180533121615
Flt Permitted0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (perm)1805161517361615120334711380180533121615
Peak-hour factor, PHF0.850.851.000.850.850.850.850.920.850.850.900.88
Adj. Flow (vph)320832068624046660012
RTOR Reduction (vph)0080065001003
Lane Group Flow (vph)0320032362404566009
Heavy Vehicles (%)0%0%0%4%0%0%50%4%17%0%9%0%
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Actuated Green, G (s)5.25.26.66.61.6101.8101.81.4101.6101.6
Effective Green, g (s)5.25.26.66.61.6101.8101.81.4101.6101.6
Actuated g/C Ratio0.040.040.050.050.010.730.730.010.730.73
Clearance Time (s)6.06.06.06.06.07.07.06.07.07.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)6760827614252410031824041172
v/s Ratio Protc0.02c0.02c0.00c0.690.000.18
v/s Ratio Perm0.000.000.000.01
v/c Ratio0.480.000.390.040.430.950.010.330.250.01
Uniform Delay, d166.164.964.763.768.717.05.268.86.45.3
Progression Factor1.001.001.001.001.130.200.311.001.001.00
Incremental Delay, d25.30.03.10.29.15.10.010.60.20.0
Delay (s)71.464.967.863.987.08.51.779.56.75.3
Level of ServiceEEEEF AAEAA
Approach Delay (s)70.165.28.67.4
Approach LOS EEAA
Intersection Summary
HCM Average Control Delay10.9HCM Level of ServiceB
HCM Volume to Capacity ratio0.84
Actuated Cycle Length (s) 140.0Sum of lost time (s)18.0
Intersection Capacity Utilization88.6%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
Lanes, Volumes, TimingsEagle Harbor Tract 8
34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2014 PM No Build
Timing Plan: PM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 5
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1103030022910203655247524
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.8500.8500.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)018051615017361615180535051615180535391615
Flt Permitted0.9500.9500.9500.950
Satd. Flow (perm)018051615017361615180535051615180535391615
Satd. Flow (RTOR)120284513
Adj. Flow (vph)240120420281611864868255232
Lane Group Flow (vph)024120042281611864868255232
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Total Split (s)15.015.015.015.015.015.015.0105.0105.015.0105.0105.0
Total Lost Time (s)6.06.06.06.06.06.06.07.07.06.07.07.0
Act Effct Green (s)7.87.88.38.36.9102.4102.49.1111.8111.8
Actuated g/C Ratio0.050.050.060.060.050.680.680.060.750.75
v/c Ratio0.260.610.440.240.190.500.040.620.970.03
Control Delay74.924.282.626.773.96.90.792.230.75.5
Queue Delay0.00.30.00.00.00.00.00.016.60.0
Total Delay74.924.682.626.773.96.90.792.247.45.5
LOSECFCEAAFDA
Approach Delay33.060.27.648.0
Approach LOSCEAD
Intersection Summary
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 137 (91%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay: 35.4Intersection LOS: D
Intersection Capacity Utilization 95.9%ICU Level of Service F
Analysis Period (min) 15
Splits and Phases: 34: Harbor Point Lane & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8
34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2014 PM No Build
Timing Plan: PM PeakSynchro 7 - Report 11/15/2012
Kimley-Horn and Associates, Inc.Page 6
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1103030022910203655247524
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)6.06.06.06.06.07.07.06.07.07.0
Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00
Frt1.000.851.000.851.001.000.851.001.000.85
Flt Protected0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (prot)1805161517361615180535051615180535391615
Flt Permitted0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (perm)1805161517361615180535051615180535391615
Peak-hour factor, PHF0.460.250.250.720.250.790.560.860.750.810.970.75
Adj. Flow (vph)240120420281611864868255232
RTOR Reduction (vph)0011400270015004
Lane Group Flow (vph)024604211611863368255228
Heavy Vehicles (%)0%0%0%4%0%0%0%3%0%0%2%0%
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Actuated Green, G (s)7.87.86.96.93.3101.2101.29.1107.0107.0
Effective Green, g (s)7.87.86.96.93.3101.2101.29.1107.0107.0
Actuated g/C Ratio0.050.050.050.050.020.670.670.060.710.71
Clearance Time (s)6.06.06.06.06.07.07.06.07.07.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)94848074402365109011025241152
v/s Ratio Protc0.01c0.020.010.34c0.04c0.72
v/s Ratio Perm0.000.000.020.02
v/c Ratio0.260.070.530.020.400.500.030.621.010.02
Uniform Delay, d168.367.769.968.372.412.08.168.821.56.3
Progression Factor1.001.001.001.001.010.510.241.001.001.00
Incremental Delay, d21.40.46.10.15.80.70.09.920.70.0
Delay (s)69.768.076.068.479.16.82.078.742.26.3
Level of ServiceEE EEEAAEDA
Approach Delay (s)68.373.07.642.7
Approach LOSEEAD
Intersection Summary
HCM Average Control Delay33.4HCM Level of ServiceC
HCM Volume to Capacity ratio0.94
Actuated Cycle Length (s) 150.0Sum of lost time (s)25.0
Intersection Capacity Utilization95.9%ICU Level of ServiceF
Analysis Period (min)15
c Critical Lane Group
Lanes, Volumes, TimingsEagle Harbor Tract 8
34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2014 AM Build
Timing Plan: AM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 5
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)270827058522685557511
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.8500.8500.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)018051615017361615120334711380180533121615
Flt Permitted0.9500.9500.9500.950
Satd. Flow (perm)018051615017361615120334711380180533121615
Satd. Flow (RTOR)868312
Adj. Flow (vph)320832068624656663912
Lane Group Flow (vph)032803268624656663912
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Total Split (s)15.015.015.015.015.015.015.095.095.015.095.095.0
Total Lost Time (s)6.06.06.06.06.06.06.07.07.06.07.07.0
Act Effct Green (s)8.08.08.08.06.6111.6111.66.1111.2111.2
Actuated g/C Ratio0.060.060.060.060.050.800.800.040.790.79
v/c Ratio0.310.080.320.440.110.890.010.080.240.01
Control Delay71.133.871.922.751.810.25.465.86.23.8
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay71.133.871.922.751.810.25.465.86.23.8
LOSECECDBAEAA
Approach Delay63.738.410.26.7
Approach LOSEDBA
Intersection Summary
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 34 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 11.0Intersection LOS: B
Intersection Capacity Utilization 90.2%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 34: Harbor Point Lane & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8
34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2014 AM Build
Timing Plan: AM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 6
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)270827058522685557511
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)6.06.06.06.06.07.07.06.07.07.0
Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00
Frt1.000.851.000.851.001.000.851.001.000.85
Flt Protected0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (prot)1805161517361615120334711380180533121615
Flt Permitted0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (perm)1805161517361615120334711380180533121615
Peak-hour factor, PHF0.850.851.000.850.850.850.850.920.850.850.900.88
Adj. Flow (vph)320832068624656663912
RTOR Reduction (vph)0080065001003
Lane Group Flow (vph)0320032362465566399
Heavy Vehicles (%)0%0%0%4%0%0%50%4%17%0%9%0%
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Actuated Green, G (s)5.25.26.66.61.8101.8101.81.4101.4101.4
Effective Green, g (s)5.25.26.66.61.8101.8101.81.4101.4101.4
Actuated g/C Ratio0.040.040.050.050.010.730.730.010.720.72
Clearance Time (s)6.06.06.06.06.07.07.06.07.07.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)6760827615252410031823991170
v/s Ratio Protc0.02c0.020.00c0.710.00c0.19
v/s Ratio Perm0.000.000.000.01
v/c Ratio0.480.000.390.040.400.980.010.330.270.01
Uniform Delay, d166.164.964.763.768.618.05.268.86.65.4
Progression Factor1.001.001.001.000.800.430.951.001.001.00
Incremental Delay, d25.30.03.10.26.66.90.010.60.30.0
Delay (s)71.464.967.863.961.114.75.079.56.95.4
Level of ServiceEE EEEBAEAA
Approach Delay (s)70.165.214.77.5
Approach LOS EEBA
Intersection Summary
HCM Average Control Delay15.5HCM Level of ServiceB
HCM Volume to Capacity ratio0.93
Actuated Cycle Length (s) 140.0Sum of lost time (s)26.0
Intersection Capacity Utilization90.2%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
Lanes, Volumes, TimingsEagle Harbor Tract 8
34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2014 PM Build
Timing Plan: PM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 5
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1103030022911113655257924
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.8500.8500.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)018051615017361615120334711380180533121615
Flt Permitted0.9500.9500.9500.950
Satd. Flow (perm)018051615017361615120334711380180533121615
Satd. Flow (RTOR)30263810
Adj. Flow (vph)13030350261112084265286627
Lane Group Flow (vph)01330035261112084265286627
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Total Split (s)15.015.015.015.015.015.015.0105.0105.015.0105.0105.0
Total Lost Time (s)6.06.06.06.06.06.06.07.07.06.07.07.0
Act Effct Green (s)7.47.48.38.37.2109.3109.39.2115.9115.9
Actuated g/C Ratio0.050.050.060.060.050.730.730.060.770.77
v/c Ratio0.150.280.360.230.190.480.040.591.120.02
Control Delay71.827.678.626.764.83.60.289.380.95.8
Queue Delay0.00.10.00.00.00.00.00.085.70.0
Total Delay71.827.678.626.764.83.60.289.3166.55.8
LOSECECEAAFFA
Approach Delay41.056.54.0163.4
Approach LOSDEAF
Intersection Summary
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 52 (35%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.12
Intersection Signal Delay: 114.1Intersection LOS: F
Intersection Capacity Utilization 98.8%ICU Level of Service F
Analysis Period (min) 15
Splits and Phases: 34: Harbor Point Lane & US Route 17/Carrollton Boulevard
HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8
34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2014 PM Build
Timing Plan: PM PeakSynchro 7 - Report 3/29/2013
Kimley-Horn and Associates, Inc.Page 6
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1103030022911113655257924
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)6.06.06.06.06.07.07.06.07.07.0
Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00
Frt1.000.851.000.851.001.000.851.001.000.85
Flt Protected0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (prot)1805161517361615120334711380180533121615
Flt Permitted0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (perm)1805161517361615120334711380180533121615
Peak-hour factor, PHF0.850.851.000.850.850.850.850.920.850.850.900.88
Adj. Flow (vph)13030350261112084265286627
RTOR Reduction (vph)002900250012003
Lane Group Flow (vph)013103511112083065286624
Heavy Vehicles (%)0%0%0%4%0%0%50%4%17%0%9%0%
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44335216
Permitted Phases 4326
Actuated Green, G (s)6.06.06.96.93.6104.3104.37.8108.5108.5
Effective Green, g (s)6.06.06.96.93.6104.3104.37.8108.5108.5
Actuated g/C Ratio0.040.040.050.050.020.700.700.050.720.72
Clearance Time (s)6.06.06.06.06.07.07.06.07.07.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)726580742924149609423961168
v/s Ratio Protc0.01c0.020.01c0.350.04c0.87
v/s Ratio Perm0.000.000.020.02
v/c Ratio0.180.020.440.020.380.500.030.691.200.02
Uniform Delay, d169.669.269.768.372.110.77.169.920.85.8
Progression Factor1.001.001.001.000.860.260.041.001.001.00
Incremental Delay, d21.20.13.80.17.40.70.119.792.60.0
Delay (s)70.869.373.568.469.13.50.389.6113.45.9
Level of ServiceEE EEEAAFFA
Approach Delay (s)69.871.33.9111.9
Approach LOSEEAF
Intersection Summary
HCM Average Control Delay79.4HCM Level of ServiceE
HCM Volume to Capacity ratio1.04
Actuated Cycle Length (s) 150.0Sum of lost time (s)19.0
Intersection Capacity Utilization98.8%ICU Level of ServiceF
Analysis Period (min)15
c Critical Lane Group
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Site 10-Carrollton and Eagle Harbor_Kings Xing AM
Site Code: 00003008
Start Date: 3/14/2012
Page No: 1
Groups Printed- Vehicles
Carrollton Blvd.
Southbound
Kings Crossing
Westbound
Carrollton Blvd.
Northbound
Eagle Harbor Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
06:30 AM 212210125 50207 038720389 8021029 550
06:45 AM 29800100 622010 038010381 7021028 519
Total 4 220 1 0 225 11 2 4 0 17 0 767 3 0 770 15 0 42 0 57 1069
07:00 AM 19900100 41308 042400424 12021033 565
07:15 AM 113500136 50308 044220444 8033041 629
07:30 AM 110400105 406010 651930528 11033044 687
07:45 AM 411710122 40408 159110593 3125029 752
Total 7 455 1 0 463 17 1 16 0 34 7 1976 6 0 1989 34 1 112 0 147 2633
08:00 AM 411200116 20103 054700547 11015127 693
08:15 AM 312000123 604010 052520527 6121028 688
Grand Total 1890720927 36325064 738151103833 6621901259 5083
Apprch %1.997.80.20 56.24.739.10 0.299.50.30 25.50.873.40.4
Total %0.417.80018.2 0.70.10.501.3 0.175.10.2075.4 1.303.705.1
Carrollton Blvd.
Southbound
Kings Crossing
Westbound
Carrollton Blvd.
Northbound
Eagle Harbor Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 110400105 40 6 0 10 6 519 3 0528 11 0 33 0 44 687
07:45 AM 4 117 1 0122 40408 1 591 10 593 3 1 25029 752
08:00 AM 411200116 20103 054700547 11015 1 27 693
08:15 AM 3 120 00 123 6 04010 052520527 6121028 688
Total Volume 12 453 1 0 466 16 0 15 0 31 7 2182 6 0 2195 31 2 94 1 128 2820
% App. Total 2.6 97.2 0.2 0 51.6 0 48.4 0 0.3 99.4 0.3 0 24.2 1.6 73.4 0.8
PHF .750 .944 .250 .000 .947 .667 .000 .625 .000 .775 .292 .923 .500 .000 .925 .705 .500 .712 .250 .727 .938
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Site 10-Carrollton and Eagle Harbor_Kings Xing AM
Site Code: 00003008
Start Date: 3/14/2012
Page No: 1
Groups Printed- Trucks
Carrollton Blvd.
Southbound
Kings Crossing
Westbound
Carrollton Blvd.
Northbound
Eagle Harbor Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
06:30 AM 04004 01001 16108 00101 14
06:45 AM 02002 00000 03003 10001 6
Total 0 6 0 0 6 0 1 0 0 1 1 9 1 0 11 1 0 1 0 2 20
07:00 AM 02002 00000 06006 10102 10
07:15 AM 05005 00000 05005 00000 10
07:30 AM 03003 00000 0130013 00000 16
07:45 AM 0150015 01102 2261029 20002 48
Total 0 25 0 0 25 0 1 1 0 2 2 50 1 0 53 3 0 1 0 4 84
08:00 AM 08008 00000 1260027 00101 36
08:15 AM 0180018 01001 0251026 00000 45
Grand Total 0570057 03104 411030117 40307 185
Apprch %010000 075250 3.4942.60 57.1042.90
Total %030.80030.8 01.60.502.2 2.259.51.6063.2 2.201.603.8
Carrollton Blvd.
Southbound
Kings Crossing
Westbound
Carrollton Blvd.
Northbound
Eagle Harbor Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 03003 00000 0130013 00000 16
07:45 AM 0150015 0 11 0 2 2261 0 29 2 000 2 48
08:00 AM 08008 00000 1260027 00 1 01 36
08:15 AM 0 18 00 18 01001 0251026 00000 45
Total Volume 0 44 0 0 44 0 2 1 0 3 3 90 2 0 95 2 0 1 0 3 145
% App. Total 0 100 0 0 0 66.7 33.3 0 3.2 94.7 2.1 0 66.7 0 33.3 0
PHF .000 .611 .000 .000 .611 .000 .500 .250 .000 .375 .375 .865 .500 .000 .819 .250 .000 .250 .000 .375 .755
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Site 10-Carrollton and Eagle Harbor_Kings Xing AM
Site Code: 00003008
Start Date: 3/14/2012
Page No: 1
Groups Printed- Vehicles - Trucks
Carrollton Blvd.
Southbound
Kings Crossing
Westbound
Carrollton Blvd.
Northbound
Eagle Harbor Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
06:30 AM 212610129 51208 139330397 8022030 564
06:45 AM 210000102 622010 038310384 8021029 525
Total 4 226 1 0 231 11 3 4 0 18 1 776 4 0 781 16 0 43 0 59 1089
07:00 AM 110100102 41308 043000430 13022035 575
07:15 AM 114000141 50308 044720449 8033041 639
07:30 AM 110700108 406010 653230541 11033044 703
07:45 AM 413210137 415010 361720622 5125031 800
Total 7 480 1 0 488 17 2 17 0 36 9 2026 7 0 2042 37 1 113 0 151 2717
08:00 AM 412000124 20103 157300574 11016128 729
08:15 AM 313800141 614011 055030553 6121028 733
Grand Total 1896420984 36626068 1139251403950 7021931266 5268
Apprch %1.8980.20 52.98.838.20 0.399.40.40 26.30.872.60.4
Total %0.318.30018.7 0.70.10.501.3 0.274.50.3075 1.303.705
Vehicles 18 907 2 0 927 36 3 25 0 64 7 3815 11 0 3833 66 2 190 1 259 5083
% Vehicles 10094.1100094.2 1005096.2094.1 63.697.278.6097 94.310098.410097.4 96.5
Trucks 0 57 0 0 57 0 3 1 0 4 4 110 3 0 117 4 0 3 0 7 185
% Trucks 05.9005.8 0503.805.9 36.42.821.403 5.701.602.6 3.5
Carrollton Blvd.
Southbound
Kings Crossing
Westbound
Carrollton Blvd.
Northbound
Eagle Harbor Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 110700108 40 6 010 6 532 3 0541 11 0 33 0 44 703
07:45 AM 4 132 1 0137 4 1 5010 3 617 20 622 5 1 25031 800
08:00 AM 412000124 20103 157300574 11016 1 28 729
08:15 AM 3 138 00 141 6 140 11 055030553 6121028 733
Total Volume 12 497 1 0 510 16 2 16 0 34 10 2272 8 0 2290 33 2 95 1 131 2965
% App. Total 2.4 97.5 0.2 0 47.1 5.9 47.1 0 0.4 99.2 0.3 0 25.2 1.5 72.5 0.8
PHF .750 .900 .250 .000 .904 .667 .500 .667 .000 .773 .417 .921 .667 .000 .920 .750 .500 .720 .250 .744 .927
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Site 10-Carrollton and Eagle Harbor_Kings Xing PM
Site Code: 00003008
Start Date: 3/14/2012
Page No: 1
Groups Printed- Vehicles
Carrollton Blvd.
Southbound
Kings Crossing
Westbound
Carrollton Blvd.
Northbound
Eagle Harbor Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
04:00 PM 3848420524 20204 015272161 10113024 713
04:15 PM 3449760537 11305 417650185 5219026 753
04:30 PM 3040632441 13408 119451201 5111017 667
04:45 PM 2044950474 10405 8188100206 7616029 714
Total 122 1836 16 2 1976 5 4 13 0 22 13 710 27 3 753 27 10 59 0 96 2847
05:00 PM 3543522474 21317 818152196 8111020 697
05:15 PM 33439100482 20406 419460204 6114021 713
05:30 PM 3544340482 425011 7233110251 2316122 766
05:45 PM 2036740391 00404 519380206 4211219 620
Total 123 1684 20 2 1829 8 3 16 1 28 24 801 30 2 857 20 7 52 3 82 2796
Grand Total 24535203643805 13729150 3715115751610 47171113178 5643
Apprch %6.492.50.90.1 2614582 2.393.93.50.3 26.49.662.41.7
Total %4.362.40.60.167.4 0.20.10.500.9 0.726.810.128.5 0.80.320.13.2
Carrollton Blvd.
Southbound
Kings Crossing
Westbound
Carrollton Blvd.
Northbound
Eagle Harbor Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 20 449 50474 10405 8 188100206 7 616 0 29 714
05:00 PM 35 4352 2 474 213 1 7 81815 2 196 8 111020 697
05:15 PM 33439 10 0 482 20406 419460204 6114021 713
05:30 PM 3544340482 425 0 11 7 23311 0 251 2316 1 22 766
Total Volume 123 1766 21 2 1912 9 3 16 1 29 27 796 32 2 857 23 11 57 1 92 2890
% App. Total 6.4 92.4 1.1 0.1 31 10.3 55.2 3.4 3.2 92.9 3.7 0.2 25 12 62 1.1
PHF .879 .983 .525 .250 .992 .563 .375 .800 .250 .659 .844 .854 .727 .250 .854 .719 .458 .891 .250 .793 .943
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Site 10-Carrollton and Eagle Harbor_Kings Xing PM
Site Code: 00003008
Start Date: 3/14/2012
Page No: 1
Groups Printed- Trucks
Carrollton Blvd.
Southbound
Kings Crossing
Westbound
Carrollton Blvd.
Northbound
Eagle Harbor Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
04:00 PM 0130013 01001 16209 00000 23
04:15 PM 09009 00101 14106 20103 19
04:30 PM 0150015 00000 04004 10102 21
04:45 PM 05005 00000 02002 00000 7
Total 0 42 0 0 42 0 1 1 0 2 2 16 3 0 21 3 0 2 0 5 70
05:00 PM 0160016 00000 0110011 00000 27
05:15 PM 01001 00000 05005 00000 6
05:30 PM 06006 00000 05005 00000 11
05:45 PM 08008 00000 02002 00000 10
Total 0 31 0 0 31 0 0 0 0 0 0 23 0 0 23 0 0 0 0 0 54
Grand Total 0730073 01102 2393044 30205 124
Apprch %010000 050500 4.588.66.80 600400
Total %058.90058.9 00.80.801.6 1.631.52.4035.5 2.401.604
Carrollton Blvd.
Southbound
Kings Crossing
Westbound
Carrollton Blvd.
Northbound
Eagle Harbor Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 09009 00 1 0 1 1 4 1 06 2 0 1 0 3 19
04:30 PM 0150015 00000 04004 10102 21
04:45 PM 05005 00000 02002 00000 7
05:00 PM 0 16 00 16 00000 0 11 00 11 00000 27
Total Volume 0 45 0 0 45 0 0 1 0 1 1 21 1 0 23 3 0 2 0 5 74
% App. Total 0 100 0 0 0 0 100 0 4.3 91.3 4.3 0 60 0 40 0
PHF .000 .703 .000 .000 .703 .000 .000 .250 .000 .250 .250 .477 .250 .000 .523 .375 .000 .500 .000 .417 .685
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Site 10-Carrollton and Eagle Harbor_Kings Xing PM
Site Code: 00003008
Start Date: 3/14/2012
Page No: 1
Groups Printed- Vehicles - Trucks
Carrollton Blvd.
Southbound
Kings Crossing
Westbound
Carrollton Blvd.
Northbound
Eagle Harbor Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
04:00 PM 3849720537 21205 115892170 10113024 736
04:15 PM 3450660546 11406 518060191 7220029 772
04:30 PM 3042132456 13408 119851205 6112019 688
04:45 PM 2045450479 10405 8190100208 7616029 721
Total 122 1878 16 2 2018 5 5 14 0 24 15 726 30 3 774 30 10 61 0 101 2917
05:00 PM 3545122490 21317 819252207 8111020 724
05:15 PM 33440100483 20406 419960209 6114021 719
05:30 PM 3544940488 425011 7238110256 2316122 777
05:45 PM 2037540399 00404 519580208 4211219 630
Total 123 1715 20 2 1860 8 3 16 1 28 24 824 30 2 880 20 7 52 3 82 2850
Grand Total 24535933643878 13830152 3915506051654 50171133183 5767
Apprch %6.392.70.90.1 2515.457.71.9 2.493.73.60.3 27.39.361.71.6
Total %4.262.30.60.167.2 0.20.10.500.9 0.726.910.128.7 0.90.320.13.2
Vehicles 245 3520 36 4 3805 13 7 29 1 50 37 1511 57 5 1610 47 17 111 3 178 5643
% Vehicles 1009810010098.1 10087.596.710096.2 94.997.59510097.3 9410098.210097.3 97.8
Trucks 0 73 0 0 73 0 1 1 0 2 2 39 3 0 44 3 0 2 0 5 124
% Trucks 02001.9 012.53.303.8 5.12.5502.7 601.802.7 2.2
Carrollton Blvd.
Southbound
Kings Crossing
Westbound
Carrollton Blvd.
Northbound
Eagle Harbor Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 20 454 50479 10405 8 190100208 7 616 0 29 721
05:00 PM 35 4512 2490 213 1 7 81925 2 207 8 111020 724
05:15 PM 33440 10 0483 20406 419960209 6114021 719
05:30 PM 3544940488 425 0 11 7 23811 0 256 2316 1 22 777
Total Volume 123 1794 21 2 1940 9 3 16 1 29 27 819 32 2 880 23 11 57 1 92 2941
% App. Total 6.3 92.5 1.1 0.1 31 10.3 55.2 3.4 3.1 93.1 3.6 0.2 25 12 62 1.1
PHF .879 .988 .525 .250 .990 .563 .375 .800 .250 .659 .844 .860 .727 .250 .859 .719 .458 .891 .250 .793 .946
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Site 11-Carrollton and Whippingham AM
Site Code: 00003158
Start Date: 3/14/2012
Page No: 1
Groups Printed- Vehicles
Carrollton Blvd.
Southbound
Whippingham Pkwy.
Westbound
Carrollton Blvd.
Northbound
Whippingham Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
06:30 AM 111800119 2006026 141700418 10607 570
06:45 AM 1951097 1206018 241120415 10506 536
Total 2 213 1 0 216 32 0 12 0 44 3 828 2 0 833 2 0 11 0 13 1106
07:00 AM 4891094 1708025 144520448 3011014 581
07:15 AM 312710131 1307020 248020484 30609 644
07:30 AM 29910102 1607023 155200553 10607 685
07:45 AM 212010123 1205017 161300614 10405 759
Total 11 435 4 0 450 58 0 27 0 85 5 2090 4 0 2099 8 0 27 0 35 2669
08:00 AM 110610108 917017 657700583 11204 712
08:15 AM 211400116 1107220 253110534 10405 675
Grand Total 1686860890 1101532166 164026704049 12144057 5162
Apprch %1.897.50.70 66.30.631.91.2 0.499.40.20 21.11.877.20
Total %0.316.80.1017.2 2.10103.2 0.3780.1078.4 0.200.901.1
Carrollton Blvd.
Southbound
Whippingham Pkwy.
Westbound
Carrollton Blvd.
Northbound
Whippingham Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 2 99 1 0102 16 0 7 0 23 155200553 1 0 6 0 7 685
07:45 AM 2 120 10 123 1205017 1 613 00 614 10405 759
08:00 AM 110610108 9 1 7017 6 57700583 1 1 204 712
08:15 AM 211400116 1107 2 20 2531 1 0534 10405 675
Total Volume 7 439 3 0 449 48 1 26 2 77 10 2273 1 0 2284 4 1 16 0 21 2831
% App. Total 1.6 97.8 0.7 0 62.3 1.3 33.8 2.6 0.4 99.5 0 0 19 4.8 76.2 0
PHF .875 .915 .750 .000 .913 .750 .250 .929 .250 .837 .417 .927 .250 .000 .930 1.000 .250 .667 .000 .750 .932
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Site 11-Carrollton and Whippingham AM
Site Code: 00003158
Start Date: 3/14/2012
Page No: 1
Groups Printed- Trucks
Carrollton Blvd.
Southbound
Whippingham Pkwy.
Westbound
Carrollton Blvd.
Northbound
Whippingham Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
06:30 AM 04004 00000 16007 00000 11
06:45 AM 03003 00000 03003 00000 6
Total 0 7 0 0 7 0 0 0 0 0 1 9 0 0 10 0 0 0 0 0 17
07:00 AM 02103 00000 06006 00000 9
07:15 AM 05005 00000 06006 00000 11
07:30 AM 04004 00000 0131014 00000 18
07:45 AM 0150015 00000 0290029 00000 44
Total 0 26 1 0 27 0 0 0 0 0 0 54 1 0 55 0 0 0 0 0 82
08:00 AM 08008 00000 1240025 00000 33
08:15 AM 0180018 00101 1270028 00000 47
Grand Total 0591060 00101 311410118 00000 179
Apprch %098.31.70 001000 2.596.60.80 0000
Total %0330.6033.5 000.600.6 1.763.70.6065.9 00000
Carrollton Blvd.
Southbound
Whippingham Pkwy.
Westbound
Carrollton Blvd.
Northbound
Whippingham Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 04004 00000 013 1 014 00000 18
07:45 AM 0150015 00000 0 29 00 29 00000 44
08:00 AM 08008 00000 1 240025 00000 33
08:15 AM 0 18 00 18 00 1 0 1 1270028 00000 47
Total Volume 0 45 0 0 45 0 0 1 0 1 2 93 1 0 96 0 0 0 0 0 142
% App. Total 0 100 0 0 0 0 100 0 2.1 96.9 1 0 0 0 0 0
PHF .000 .625 .000 .000 .625 .000 .000 .250 .000 .250 .500 .802 .250 .000 .828 .000 .000 .000 .000 .000 .755
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Site 11-Carrollton and Whippingham AM
Site Code: 00003158
Start Date: 3/14/2012
Page No: 1
Groups Printed- Vehicles - Trucks
Carrollton Blvd.
Southbound
Whippingham Pkwy.
Westbound
Carrollton Blvd.
Northbound
Whippingham Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
06:30 AM 112200123 2006026 242300425 10607 581
06:45 AM 19810100 1206018 241420418 10506 542
Total 2 220 1 0 223 32 0 12 0 44 4 837 2 0 843 2 0 11 0 13 1123
07:00 AM 4912097 1708025 145120454 3011014 590
07:15 AM 313210136 1307020 248620490 30609 655
07:30 AM 210310106 1607023 156510567 10607 703
07:45 AM 213510138 1205017 164200643 10405 803
Total 11 461 5 0 477 58 0 27 0 85 5 2144 5 0 2154 8 0 27 0 35 2751
08:00 AM 111410116 917017 760100608 11204 745
08:15 AM 213200134 1108221 355810562 10405 722
Grand Total 1692770950 1101542167 194140804167 12144057 5341
Apprch %1.797.60.70 65.90.632.31.2 0.599.40.20 21.11.877.20
Total %0.317.40.1017.8 2.10103.1 0.477.50.1078 0.200.801.1
Vehicles 16 868 6 0 890 110 1 53 2 166 16 4026 7 0 4049 12 1 44 0 57 5162
% Vehicles 10093.685.7093.7 10010098.110099.4 84.297.287.5097.2 1001001000100 96.6
Trucks 0 59 1 0 60 0 0 1 0 1 3 114 1 0 118 0 0 0 0 0 179
% Trucks 06.414.306.3 001.900.6 15.82.812.502.8 00000 3.4
Carrollton Blvd.
Southbound
Whippingham Pkwy.
Westbound
Carrollton Blvd.
Northbound
Whippingham Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 2 103 1 0106 16 070 23 1565 1 0567 1 0 6 0 7 703
07:45 AM 2 135 10 138 1205017 1 642 00 643 10405 803
08:00 AM 111410116 9 1 7017 7 60100608 1 1 204 745
08:15 AM 213200134 110 82 21 355810562 10405 722
Total Volume 7 484 3 0 494 48 1 27 2 78 12 2366 2 0 2380 4 1 16 0 21 2973
% App. Total 1.4 98 0.6 0 61.5 1.3 34.6 2.6 0.5 99.4 0.1 0 19 4.8 76.2 0
PHF .875 .896 .750 .000 .895 .750 .250 .844 .250 .848 .429 .921 .500 .000 .925 1.000 .250 .667 .000 .750 .926
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Site 11-Carrollton and Whippingham PM
Site Code: 00003158
Start Date: 3/14/2012
Page No: 1
Groups Printed- Vehicles
Carrollton Blvd.
Southbound
Whippingham Pkwy.
Westbound
Carrollton Blvd.
Northbound
Whippingham Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
04:00 PM 9544141568 30104 714910157 10001 730
04:15 PM 13520120545 406010 1719020209 00101 765
04:30 PM 4428130445 7012019 718920198 10304 666
04:45 PM 3461140478 506011 819710206 406010 705
Total 29 1953 53 1 2036 19 0 25 0 44 39 725 6 0 770 6 0 10 0 16 2866
05:00 PM 8460100478 609015 520200207 00303 703
05:15 PM 7486140507 406010 1219740213 00101 731
05:30 PM 6469170492 704011 1124440259 00101 763
05:45 PM 2396120410 218011 1019310204 01102 627
Total 23 1811 53 0 1887 19 1 27 0 47 38 836 9 0 883 0 1 6 0 7 2824
Grand Total 52376410613923 38152091 7715611501653 6116023 5690
Apprch %1.395.92.70 41.81.157.10 4.794.40.90 26.14.369.60
Total %0.966.21.9068.9 0.700.901.6 1.427.40.3029.1 0.100.300.4
Carrollton Blvd.
Southbound
Whippingham Pkwy.
Westbound
Carrollton Blvd.
Northbound
Whippingham Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 3461140478 506011 819710206 4 0 6 0 10 705
05:00 PM 8 460100478 60 9 0 15 520200207 00303 703
05:15 PM 7 486 140 507 406010 12 197 4 0213 00101 731
05:30 PM 6469 17 0492 7 04011 11 244 40 259 00101 763
Total Volume 24 1876 55 0 1955 22 0 25 0 47 36 840 9 0 885 4 0 11 0 15 2902
% App. Total 1.2 96 2.8 0 46.8 0 53.2 0 4.1 94.9 1 0 26.7 0 73.3 0
PHF .750 .965 .809 .000 .964 .786 .000 .694 .000 .783 .750 .861 .563 .000 .854 .250 .000 .458 .000 .375 .951
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Site 11-Carrollton and Whippingham PM
Site Code: 00003158
Start Date: 3/14/2012
Page No: 1
Groups Printed- Trucks
Carrollton Blvd.
Southbound
Whippingham Pkwy.
Westbound
Carrollton Blvd.
Northbound
Whippingham Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
04:00 PM 0140014 00000 07007 00000 21
04:15 PM 0100010 00000 13105 10001 16
04:30 PM 0140014 10001 24006 00000 21
04:45 PM 09009 00000 02002 00000 11
Total 0 47 0 0 47 1 0 0 0 1 3 16 1 0 20 1 0 0 0 1 69
05:00 PM 0130013 00000 0110011 00000 24
05:15 PM 04004 00101 04004 00000 9
05:30 PM 09009 00000 06006 00000 15
05:45 PM 06006 00000 02002 00000 8
Total 0 32 0 0 32 0 0 1 0 1 0 23 0 0 23 0 0 0 0 0 56
Grand Total 0790079 10102 3391043 10001 125
Apprch %010000 500500 790.72.30 100000
Total %063.20063.2 0.800.801.6 2.431.20.8034.4 0.80000.8
Carrollton Blvd.
Southbound
Whippingham Pkwy.
Westbound
Carrollton Blvd.
Northbound
Whippingham Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 0100010 00000 13 1 05 1 000 1 16
04:30 PM 0 14 00 14 1 000 1 2 4006 00000 21
04:45 PM 09009 00000 02002 00000 11
05:00 PM 0130013 00000 0 11 00 11 00000 24
Total Volume 0 46 0 0 46 1 0 0 0 1 3 20 1 0 24 1 0 0 0 1 72
% App. Total 0 100 0 0 100 0 0 0 12.5 83.3 4.2 0 100 0 0 0
PHF .000 .821 .000 .000 .821 .250 .000 .000 .000 .250 .375 .455 .250 .000 .545 .250 .000 .000 .000 .250 .750
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Site 11-Carrollton and Whippingham PM
Site Code: 00003158
Start Date: 3/14/2012
Page No: 1
Groups Printed- Vehicles - Trucks
Carrollton Blvd.
Southbound
Whippingham Pkwy.
Westbound
Carrollton Blvd.
Northbound
Whippingham Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
04:00 PM 9558141582 30104 715610164 10001 751
04:15 PM 13530120555 406010 1819330214 10102 781
04:30 PM 4442130459 8012020 919320204 10304 687
04:45 PM 3470140487 506011 819910208 406010 716
Total 29 2000 53 1 2083 20 0 25 0 45 42 741 7 0 790 7 0 10 0 17 2935
05:00 PM 8473100491 609015 521300218 00303 727
05:15 PM 7490140511 407011 1220140217 00101 740
05:30 PM 6478170501 704011 1125040265 00101 778
05:45 PM 2402120416 218011 1019510206 01102 635
Total 23 1843 53 0 1919 19 1 28 0 48 38 859 9 0 906 0 1 6 0 7 2880
Grand Total 52384310614002 39153093 8016001601696 7116024 5815
Apprch %1.3962.60 41.91.1570 4.794.30.90 29.24.266.70
Total %0.966.11.8068.8 0.700.901.6 1.427.50.3029.2 0.100.300.4
Vehicles 52 3764 106 1 3923 38 1 52 0 91 77 1561 15 0 1653 6 1 16 0 23 5690
% Vehicles 10097.910010098 97.410098.1097.8 96.297.693.8097.5 85.7100100095.8 97.9
Trucks 0 79 0 0 79 1 0 1 0 2 3 39 1 0 43 1 0 0 0 1 125
% Trucks 02.1002 2.601.902.2 3.82.46.202.5 14.30004.2 2.1
Carrollton Blvd.
Southbound
Whippingham Pkwy.
Westbound
Carrollton Blvd.
Northbound
Whippingham Pkwy.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 3470140487 506011 819910208 4 0 6 0 10 716
05:00 PM 8 473100491 60 9 0 15 521300218 00303 727
05:15 PM 7 490 140 511 407011 12 201 4 0217 00101 740
05:30 PM 6478 17 0501 7 04011 11 250 40 265 00101 778
Total Volume 24 1911 55 0 1990 22 0 26 0 48 36 863 9 0 908 4 0 11 0 15 2961
% App. Total 1.2 96 2.8 0 45.8 0 54.2 0 4 95 1 0 26.7 0 73.3 0
PHF .750 .975 .809 .000 .974 .786 .000 .722 .000 .800 .750 .863 .563 .000 .857 .250 .000 .458 .000 .375 .951
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Site 9-Carrollton and Smiths Neck AM
Site Code: 00003005
Start Date: 3/13/2012
Page No: 1
Groups Printed- Vehicles
Carrollton Blvd.
Southbound
Smith's Neck Rd.
Westbound
Carrollton Blvd.
Northbound
Smith's Neck Rd.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
06:30 AM 277730107 1001011 625510262 2431090136 516
06:45 AM 239010114 1000010 423750246 1521310148 518
Total 50 167 4 0 221 20 0 1 0 21 10 492 6 0 508 39 5 240 0 284 1034
07:00 AM 278700114 911011 225290263 2751360168 556
07:15 AM 2612620154 824014 428120287 2681710205 660
07:30 AM 237950107 1226020 627390288 2431750202 617
07:45 AM 2910310133 704011 5257140276 3531300168 588
Total 105 395 8 0 508 36 5 15 0 56 17 1063 34 0 1114 112 19 612 0 743 2421
08:00 AM 209420116 70108 7172130192 281770106 422
08:15 AM 2711010138 506011 316570175 2261030131 455
Grand Total 202766150983 68523096 3718926001989 20131103201264 4332
Apprch %20.577.91.50 70.85.2240 1.995.130 15.92.581.60
Total %4.717.70.3022.7 1.60.10.502.2 0.943.71.4045.9 4.60.723.8029.2
Carrollton Blvd.
Southbound
Smith's Neck Rd.
Westbound
Carrollton Blvd.
Northbound
Smith's Neck Rd.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 278700114 911011 225290263 2751360168 556
07:15 AM 26 126 20 154 8 2 4014 4 281 20287 26 8 1710 205 660
07:30 AM 2379 5 0107 12 2 6 0 20 6 27390 288 243 175 0202 617
07:45 AM 29 10310133 704011 5257 14 0276 35 31300168 588
Total Volume 105 395 8 0 508 36 5 15 0 56 17 1063 34 0 1114 112 19 612 0 743 2421
% App. Total 20.7 77.8 1.6 0 64.3 8.9 26.8 0 1.5 95.4 3.1 0 15.1 2.6 82.4 0
PHF .905 .784 .400 .000 .825 .750 .625 .625 .000 .700 .708 .946 .607 .000 .967 .800 .594 .874 .000 .906 .917
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Site 9-Carrollton and Smiths Neck AM
Site Code: 00003005
Start Date: 3/13/2012
Page No: 1
Groups Printed- Trucks
Carrollton Blvd.
Southbound
Smith's Neck Rd.
Westbound
Carrollton Blvd.
Northbound
Smith's Neck Rd.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
06:30 AM 07007 00000 04004 00000 11
06:45 AM 03003 00000 01001 00000 4
Total 0 10 0 0 10 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 15
07:00 AM 03003 00000 03205 00000 8
07:15 AM 04004 00000 04004 10001 9
07:30 AM 05005 00000 07209 00303 17
07:45 AM 36009 00000 07209 00202 20
Total 3 18 0 0 21 0 0 0 0 0 0 21 6 0 27 1 0 5 0 6 54
08:00 AM 05005 00000 0102012 20103 20
08:15 AM 08008 00000 04206 00202 16
Grand Total 3410044 00000 04010050 308011 105
Apprch %6.893.200 0000 080200 27.3072.70
Total %2.9390041.9 00000 038.19.5047.6 2.907.6010.5
Carrollton Blvd.
Southbound
Smith's Neck Rd.
Westbound
Carrollton Blvd.
Northbound
Smith's Neck Rd.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 05005 00000 07 2 09 00 3 0 3 17
07:45 AM 3 600 9 00000 07209 00202 20
08:00 AM 05005 00000 0 10 20 12 2 0103 20
08:15 AM 0 8 008 00000 04206 00202 16
Total Volume 3 24 0 0 27 0 0 0 0 0 0 28 8 0 36 2 0 8 0 10 73
% App. Total 11.1 88.9 0 0 0 0 0 0 0 77.8 22.2 0 20 0 80 0
PHF .250 .750 .000 .000 .750 .000 .000 .000 .000 .000 .000 .700 1.000 .000 .750 .250 .000 .667 .000 .833 .913
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Site 9-Carrollton and Smiths Neck AM
Site Code: 00003005
Start Date: 3/13/2012
Page No: 1
Groups Printed- Vehicles - Trucks
Carrollton Blvd.
Southbound
Smith's Neck Rd.
Westbound
Carrollton Blvd.
Northbound
Smith's Neck Rd.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
06:30 AM 278430114 1001011 625910266 2431090136 527
06:45 AM 239310117 1000010 423850247 1521310148 522
Total 50 177 4 0 231 20 0 1 0 21 10 497 6 0 513 39 5 240 0 284 1049
07:00 AM 279000117 911011 2255110268 2751360168 564
07:15 AM 2613020158 824014 428520291 2781710206 669
07:30 AM 238450112 1226020 6280110297 2431780205 634
07:45 AM 3210910142 704011 5264160285 3531320170 608
Total 108 413 8 0 529 36 5 15 0 56 17 1084 40 0 1141 113 19 617 0 749 2475
08:00 AM 209920121 70108 7182150204 301780109 442
08:15 AM 2711810146 506011 316990181 2261050133 471
Grand Total 2058071501027 68523096 3719327002039 20431104001275 4437
Apprch %2078.61.50 70.85.2240 1.894.83.40 162.481.60
Total %4.618.20.3023.1 1.50.10.502.2 0.843.51.6046 4.60.723.4028.7
Vehicles 202 766 15 0 983 68 5 23 0 96 37 1892 60 0 1989 201 31 1032 0 1264 4332
% Vehicles 98.594.9100095.7 1001001000100 10097.985.7097.5 98.510099.2099.1 97.6
Trucks 3 41 0 0 44 0 0 0 0 0 0 40 10 0 50 3 0 8 0 11 105
% Trucks 1.55.1004.3 00000 02.114.302.5 1.500.800.9 2.4
Carrollton Blvd.
Southbound
Smith's Neck Rd.
Westbound
Carrollton Blvd.
Northbound
Smith's Neck Rd.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 279000117 911011 2255110268 2751360168 564
07:15 AM 26 130 20 158 8 2 4014 4 285 20291 27 8 1710 206 669
07:30 AM 2384 5 0112 12 2 6 0 20 6 280110 297 243 178 0205 634
07:45 AM 32 10910142 704011 5264 16 0285 35 31320170 608
Total Volume 108 413 8 0 529 36 5 15 0 56 17 1084 40 0 1141 113 19 617 0 749 2475
% App. Total 20.4 78.1 1.5 0 64.3 8.9 26.8 0 1.5 95 3.5 0 15.1 2.5 82.4 0
PHF .844 .794 .400 .000 .837 .750 .625 .625 .000 .700 .708 .951 .625 .000 .960 .807 .594 .867 .000 .909 .925
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Site 9-Carrollton and Smiths Neck PM
Site Code: 00003005
Start Date: 3/13/2012
Page No: 1
Groups Printed- Vehicles
Carrollton Blvd.
Southbound
Smith's Neck Rd.
Westbound
Carrollton Blvd.
Northbound
Smith's Neck Rd.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
04:00 PM 6223260300 4310017 1113470161 14445063 541
04:15 PM 7523260313 2210014 1113470161 18248068 556
04:30 PM 9120660303 7310020 2112490163 22238062 548
04:45 PM 15436640524 336012 2121440167 201059089 792
Total 382 1036 22 0 1440 16 11 36 0 63 6 459 187 0 652 74 18 190 0 282 2437
05:00 PM 15137660533 41012026 2119560177 23450077 813
05:15 PM 161384100555 1106017 2148650215 28450082 869
05:30 PM 15337360532 459018 3163530219 17555077 846
05:45 PM 11531870440 246012 2118510171 20639065 688
Total 580 1451 29 0 2060 11 29 33 0 73 9 548 225 0 782 88 19 194 0 301 3216
Grand Total 96224875103500 2740690136 15100741201434 162373840583 5653
Apprch %27.571.11.50 19.929.450.70 170.228.70 27.86.365.90
Total %17440.9061.9 0.50.71.202.4 0.317.87.3025.4 2.90.76.8010.3
Carrollton Blvd.
Southbound
Smith's Neck Rd.
Westbound
Carrollton Blvd.
Northbound
Smith's Neck Rd.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 15436640524 336012 2121440167 20 1059 0 89 792
05:00 PM 15137660533 41012 0 26 2119560177 23450077 813
05:15 PM 16138410 0 555 1106017 2148 65 0215 28 450082 869
05:30 PM 15337360532 459018 3163 530 219 17555077 846
Total Volume 619 1499 26 0 2144 12 28 33 0 73 9 551 218 0 778 88 23 214 0 325 3320
% App. Total 28.9 69.9 1.2 0 16.4 38.4 45.2 0 1.2 70.8 28 0 27.1 7.1 65.8 0
PHF .961 .976 .650 .000 .966 .750 .700 .688 .000 .702 .750 .845 .838 .000 .888 .786 .575 .907 .000 .913 .955
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Site 9-Carrollton and Smiths Neck PM
Site Code: 00003005
Start Date: 3/13/2012
Page No: 1
Groups Printed- Trucks
Carrollton Blvd.
Southbound
Smith's Neck Rd.
Westbound
Carrollton Blvd.
Northbound
Smith's Neck Rd.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
04:00 PM 14005 00000 08008 20002 15
04:15 PM 26008 00000 06107 10203 18
04:30 PM 00000 00000 03104 00000 4
04:45 PM 0130013 00000 02103 20002 18
Total 3 23 0 0 26 0 0 0 0 0 0 19 3 0 22 5 0 2 0 7 55
05:00 PM 16007 00000 05106 00000 13
05:15 PM 01001 00000 05207 01001 9
05:30 PM 12003 00000 03003 00000 6
05:45 PM 03003 00000 01102 10001 6
Total 2 12 0 0 14 0 0 0 0 0 0 14 4 0 18 1 1 0 0 2 34
Grand Total 5350040 00000 0337040 61209 89
Apprch %12.587.500 0000 082.517.50 66.711.122.20
Total %5.639.30044.9 00000 037.17.9044.9 6.71.12.2010.1
Carrollton Blvd.
Southbound
Smith's Neck Rd.
Westbound
Carrollton Blvd.
Northbound
Smith's Neck Rd.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 14005 00000 0 8 00 8 2 0002 15
04:15 PM 2 6008 00000 06 1 07 10 2 0 3 18
04:30 PM 00000 00000 03104 00000 4
04:45 PM 0 13 00 13 00000 02103 20002 18
Total Volume 3 23 0 0 26 0 0 0 0 0 0 19 3 0 22 5 0 2 0 7 55
% App. Total 11.5 88.5 0 0 0 0 0 0 0 86.4 13.6 0 71.4 0 28.6 0
PHF .375 .442 .000 .000 .500 .000 .000 .000 .000 .000 .000 .594 .750 .000 .688 .625 .000 .250 .000 .583 .764
Peggy Malone and Associates, Inc.
(888) 247-8602
File Name: Site 9-Carrollton and Smiths Neck PM
Site Code: 00003005
Start Date: 3/13/2012
Page No: 1
Groups Printed- Vehicles - Trucks
Carrollton Blvd.
Southbound
Smith's Neck Rd.
Westbound
Carrollton Blvd.
Northbound
Smith's Neck Rd.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
04:00 PM 6323660305 4310017 1121470169 16445065 556
04:15 PM 7723860321 2210014 1119480168 19250071 574
04:30 PM 9120660303 7310020 2115500167 22238062 552
04:45 PM 15437940537 336012 2123450170 221059091 810
Total 385 1059 22 0 1466 16 11 36 0 63 6 478 190 0 674 79 18 192 0 289 2492
05:00 PM 15238260540 41012026 2124570183 23450077 826
05:15 PM 161385100556 1106017 2153670222 28550083 878
05:30 PM 15437560535 459018 3166530222 17555077 852
05:45 PM 11532170443 246012 2119520173 21639066 694
Total 582 1463 29 0 2074 11 29 33 0 73 9 562 229 0 800 89 20 194 0 303 3250
Grand Total 96725225103540 2740690136 15104041901474 168383860592 5742
Apprch %27.371.21.40 19.929.450.70 170.628.40 28.46.465.20
Total %16.843.90.9061.7 0.50.71.202.4 0.318.17.3025.7 2.90.76.7010.3
Vehicles 962 2487 51 0 3500 27 40 69 0 136 15 1007 412 0 1434 162 37 384 0 583 5653
% Vehicles 99.598.6100098.9 1001001000100 10096.898.3097.3 96.497.499.5098.5 98.5
Trucks 5 35 0 0 40 0 0 0 0 0 0 33 7 0 40 6 1 2 0 9 89
% Trucks 0.51.4001.1 00000 03.21.702.7 3.62.60.501.5 1.5
Carrollton Blvd.
Southbound
Smith's Neck Rd.
Westbound
Carrollton Blvd.
Northbound
Smith's Neck Rd.
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 15437940537 336012 2123450170 22 1059 0 91 810
05:00 PM 15238260540 41012 0 26 2124570183 23450077 826
05:15 PM 16138510 0 556 1106017 2153 67 0 222 28 550083 878
05:30 PM 15437560535 459018 3166 530222 17555077 852
Total Volume 621 1521 26 0 2168 12 28 33 0 73 9 566 222 0 797 90 24 214 0 328 3366
% App. Total 28.6 70.2 1.2 0 16.4 38.4 45.2 0 1.1 71 27.9 0 27.4 7.3 65.2 0
PHF .964 .988 .650 .000 .975 .750 .700 .688 .000 .702 .750 .852 .828 .000 .898 .804 .600 .907 .000 .901 .958
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 1
Tue 3/13/2012
Site Ref: Site M File: D0313014.prn
Site ID: 000000009385 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (NI) GPS: 36.94533 76.53757
Direction: NORTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
00:15 0 6 2 0 0 0 0 0 0 0 0 0 0 0 0 8
00:30 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0 7
00:45 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 6
01:00 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5
------------------------------------------------------------------------------------------------------------
Hour Total 0 24 2 0 0 0 0 0 0 0 0 0 0 0 0 26
01:15 0 7 1 0 0 0 0 0 0 0 0 0 0 0 0 8
01:30 0 6 2 0 0 0 0 0 0 0 0 0 0 0 0 8
01:45 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1
02:00 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3
------------------------------------------------------------------------------------------------------------
Hour Total 0 17 3 0 0 0 0 0 0 0 0 0 0 0 0 20
02:15 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5
02:30 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3
02:45 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2
03:00 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0 3
------------------------------------------------------------------------------------------------------------
Hour Total 0 11 2 0 0 0 0 0 0 0 0 0 0 0 0 13
03:15 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1
03:30 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 6
03:45 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5
04:00 0 5 2 0 0 1 0 0 0 0 0 0 0 0 0 8
------------------------------------------------------------------------------------------------------------
Hour Total 0 17 2 0 0 1 0 0 0 0 0 0 0 0 0 20
04:15 0 8 1 0 0 0 0 0 0 0 0 0 0 0 0 9
04:30 0 12 6 0 0 0 0 0 1 0 0 0 0 0 0 19
04:45 0 17 6 0 0 0 0 0 0 0 0 0 0 0 0 23
05:00 0 17 8 0 0 0 0 0 0 0 0 0 0 0 0 25
------------------------------------------------------------------------------------------------------------
Hour Total 0 54 21 0 0 0 0 0 1 0 0 0 0 0 0 76
05:15 0 44 13 0 0 0 0 0 0 0 0 0 0 0 0 57
05:30 0 51 18 0 0 0 0 0 0 0 0 0 0 0 0 69
05:45 0 62 38 1 0 0 0 0 0 0 0 0 0 0 0 101
06:00 0 74 36 0 1 0 0 0 0 0 0 0 0 0 0 111
------------------------------------------------------------------------------------------------------------
Hour Total 0 231 105 1 1 0 0 0 0 0 0 0 0 0 0 338
06:15 0 104 55 0 1 0 0 0 1 0 0 0 0 0 0 161
06:30 1 93 40 0 1 1 0 1 0 0 0 0 0 0 0 137
06:45 2 84 31 1 0 0 0 0 0 0 0 0 0 0 0 118
07:00 0 98 31 0 1 0 0 0 0 0 0 0 0 0 0 130
------------------------------------------------------------------------------------------------------------
Hour Total 3 379 157 1 3 1 0 1 1 0 0 0 0 0 0 546
07:15 0 106 37 0 1 0 0 0 0 0 0 0 0 0 0 144
07:30 1 122 31 0 0 0 0 1 0 0 0 0 0 0 0 155
07:45 0 110 38 0 2 1 0 0 0 0 0 0 0 0 0 151
08:00 0 116 31 0 1 0 0 0 1 0 0 0 0 0 0 149
------------------------------------------------------------------------------------------------------------
Hour Total 1 454 137 0 4 1 0 1 1 0 0 0 0 0 0 599
08:15 0 99 17 0 1 0 0 0 2 0 0 0 0 0 0 119
08:30 0 79 15 0 0 0 0 1 1 0 0 0 0 0 0 96
08:45 0 74 18 0 0 0 0 0 0 0 0 0 0 0 0 92
09:00 1 62 23 0 0 0 0 0 1 0 0 0 0 0 0 87
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 2
Tue 3/13/2012
Site Ref: Site M File: D0313014.prn
Site ID: 000000009385 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (NI) GPS: 36.94533 76.53757
Direction: NORTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------
Hour Total 1 314 73 0 1 0 0 1 4 0 0 0 0 0 0 394
09:15 0 65 23 0 2 1 0 0 1 0 0 0 0 0 0 92
09:30 0 50 9 0 2 0 0 0 0 0 0 0 0 0 0 61
09:45 0 54 11 0 0 0 0 1 1 0 0 0 0 0 0 67
10:00 0 38 15 0 1 0 0 0 1 0 0 0 0 0 0 55
------------------------------------------------------------------------------------------------------------
Hour Total 0 207 58 0 5 1 0 1 3 0 0 0 0 0 0 275
10:15 0 59 15 0 0 0 0 0 0 0 0 0 0 0 0 74
10:30 0 36 18 0 1 0 0 0 0 0 0 0 0 0 0 55
10:45 0 47 17 0 0 1 0 0 0 0 0 0 1 0 0 66
11:00 0 50 21 0 0 0 0 0 1 0 0 0 0 0 0 72
------------------------------------------------------------------------------------------------------------
Hour Total 0 192 71 0 1 1 0 0 1 0 0 0 1 0 0 267
11:15 0 47 18 0 0 0 0 2 0 1 0 0 0 0 0 68
11:30 0 48 12 0 2 0 0 0 1 0 0 0 0 0 0 63
11:45 1 53 9 0 0 0 0 1 0 0 0 0 0 0 0 64
12:00 0 52 16 0 2 1 0 0 0 0 0 0 0 0 0 71
------------------------------------------------------------------------------------------------------------
Hour Total 1 200 55 0 4 1 0 3 1 1 0 0 0 0 0 266
12:15 0 56 19 0 0 0 0 1 0 0 0 0 0 0 0 76
12:30 0 48 16 0 0 0 0 0 0 0 0 0 0 0 0 64
12:45 0 54 17 0 2 0 0 0 0 0 0 0 0 0 0 73
13:00 0 42 17 0 0 1 0 0 1 0 0 0 0 0 0 61
------------------------------------------------------------------------------------------------------------
Hour Total 0 200 69 0 2 1 0 1 1 0 0 0 0 0 0 274
13:15 0 57 13 0 0 1 0 0 0 0 0 0 0 0 0 71
13:30 1 63 20 0 1 0 0 0 0 0 0 0 0 0 0 85
13:45 0 71 20 0 0 0 0 0 0 0 0 0 0 0 0 91
14:00 1 61 22 0 2 1 0 1 0 0 0 0 0 0 0 88
------------------------------------------------------------------------------------------------------------
Hour Total 2 252 75 0 3 2 0 1 0 0 0 0 0 0 0 335
14:15 0 61 14 0 1 0 0 1 0 0 0 0 0 0 0 77
14:30 0 51 20 0 1 1 0 0 0 0 0 0 0 0 0 73
14:45 2 58 21 0 0 0 0 0 1 0 0 0 0 0 0 82
15:00 0 54 23 0 2 0 0 1 0 0 0 0 0 0 0 80
------------------------------------------------------------------------------------------------------------
Hour Total 2 224 78 0 4 1 0 2 1 0 0 0 0 0 0 312
15:15 1 62 21 1 0 0 0 0 0 0 0 0 0 0 0 85
15:30 1 60 20 0 0 0 0 0 0 0 0 0 0 0 0 81
15:45 1 70 15 0 0 0 0 1 0 0 0 0 0 0 0 87
16:00 1 73 22 0 0 0 0 0 0 0 0 0 0 0 0 96
------------------------------------------------------------------------------------------------------------
Hour Total 4 265 78 1 0 0 0 1 0 0 0 0 0 0 0 349
16:15 1 81 15 0 2 0 0 0 0 0 0 0 0 0 0 99
16:30 0 76 30 0 1 0 0 0 0 0 0 0 0 0 0 107
16:45 1 81 31 0 0 0 0 0 0 0 0 0 0 0 0 113
17:00 2 70 28 0 1 0 0 0 0 0 0 0 0 0 0 101
------------------------------------------------------------------------------------------------------------
Hour Total 4 308 104 0 4 0 0 0 0 0 0 0 0 0 0 420
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 3
Tue 3/13/2012
Site Ref: Site M File: D0313014.prn
Site ID: 000000009385 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (NI) GPS: 36.94533 76.53757
Direction: NORTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
17:15 0 98 24 0 0 0 0 0 0 0 0 0 0 0 0 122
17:30 0 106 23 0 1 0 0 0 0 0 0 0 0 0 0 130
17:45 1 113 23 0 0 0 0 0 0 0 0 0 0 0 0 137
18:00 1 82 18 0 0 0 0 0 0 0 0 0 0 0 0 101
------------------------------------------------------------------------------------------------------------
Hour Total 2 399 88 0 1 0 0 0 0 0 0 0 0 0 0 490
18:15 1 70 16 0 1 0 0 1 0 0 0 0 0 0 0 89
18:30 0 82 16 0 0 0 0 0 0 0 0 0 0 0 0 98
18:45 0 58 18 0 1 0 0 0 0 0 0 0 0 0 0 77
19:00 0 47 11 0 0 0 0 1 0 0 0 0 0 0 0 59
------------------------------------------------------------------------------------------------------------
Hour Total 1 257 61 0 2 0 0 2 0 0 0 0 0 0 0 323
19:15 0 59 10 0 2 0 0 0 0 0 0 0 0 0 0 71
19:30 2 46 15 0 0 0 0 1 0 0 0 0 0 0 0 64
19:45 2 30 12 0 1 0 0 0 0 0 0 0 0 0 0 45
20:00 0 47 12 0 0 0 0 0 0 0 0 0 0 0 0 59
------------------------------------------------------------------------------------------------------------
Hour Total 4 182 49 0 3 0 0 1 0 0 0 0 0 0 0 239
20:15 0 39 14 0 0 0 0 1 0 0 0 0 0 0 0 54
20:30 0 34 7 0 1 0 0 0 0 0 0 0 0 0 0 42
20:45 1 35 7 0 0 0 0 0 0 0 0 0 0 0 0 43
21:00 0 31 8 0 0 0 0 0 0 0 0 0 0 0 0 39
------------------------------------------------------------------------------------------------------------
Hour Total 1 139 36 0 1 0 0 1 0 0 0 0 0 0 0 178
21:15 0 33 4 0 0 0 0 0 0 0 0 0 0 0 0 37
21:30 0 32 4 0 0 0 0 0 0 0 0 0 0 0 0 36
21:45 0 29 7 0 0 0 0 0 0 0 0 0 0 0 0 36
22:00 0 19 4 0 1 0 0 0 0 0 0 0 0 0 0 24
------------------------------------------------------------------------------------------------------------
Hour Total 0 113 19 0 1 0 0 0 0 0 0 0 0 0 0 133
22:15 0 18 2 0 0 0 0 0 0 0 0 0 0 0 0 20
22:30 0 19 8 0 0 0 0 0 0 0 0 0 0 0 0 27
22:45 0 26 2 0 0 0 0 0 0 0 0 0 0 0 0 28
23:00 0 11 3 0 0 0 0 0 0 0 0 0 0 0 0 14
------------------------------------------------------------------------------------------------------------
Hour Total 0 74 15 0 0 0 0 0 0 0 0 0 0 0 0 89
23:15 0 5 2 0 0 0 0 0 0 0 0 0 0 0 0 7
23:30 0 9 3 0 0 0 0 0 0 0 0 0 0 0 0 12
23:45 0 6 2 0 0 0 0 0 0 0 0 0 0 0 0 8
24:00 0 10 2 0 0 0 0 0 0 0 0 0 0 0 0 12
------------------------------------------------------------------------------------------------------------
Hour Total 0 30 9 0 0 0 0 0 0 0 0 0 0 0 0 39
------------------------------------------------------------------------------------------------------------
DAY TOTAL 26 4543 1367 3 40 10 0 16 14 1 0 0 1 0 0 6021
PERCENTS 0.5% 75.5% 22.8% 0.1% 0.6% 0.1% 0.0% 0.2% 0.2% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100%
Passenger Vehicles 98.5% Trucks & Buses 1.4%
AM Times 06:00 07:15 05:45 05:00 09:15 03:15 11:00 07:45 10:30 10:00 07:15
AM Peaks 3 454 169 1 5 1 3 4 1 1 599
PM Times 14:45 17:15 16:30 14:30 13:30 12:30 13:30 12:15 17:00
PM Peaks 4 399 113 1 4 2 2 1 490
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 4
Wed 3/14/2012
Site Ref: Site M File: D0313014.prn
Site ID: 000000009385 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (NI) GPS: 36.94533 76.53757
Direction: NORTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
00:15 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0 7
00:30 0 2 3 0 0 0 0 0 0 0 0 0 0 0 0 5
00:45 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 6
01:00 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2
------------------------------------------------------------------------------------------------------------
Hour Total 0 17 3 0 0 0 0 0 0 0 0 0 0 0 0 20
01:15 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3
01:30 0 3 3 0 0 0 0 0 0 0 0 0 0 0 0 6
01:45 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 6
02:00 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4
------------------------------------------------------------------------------------------------------------
Hour Total 0 16 3 0 0 0 0 0 0 0 0 0 0 0 0 19
02:15 0 3 1 0 0 0 0 0 0 0 0 0 0 0 0 4
02:30 0 3 2 0 0 0 0 0 0 0 0 0 0 0 0 5
02:45 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3
03:00 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0 3
------------------------------------------------------------------------------------------------------------
Hour Total 0 10 5 0 0 0 0 0 0 0 0 0 0 0 0 15
03:15 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3
03:30 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2
03:45 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3
04:00 0 7 1 0 0 0 0 0 0 0 0 0 0 0 0 8
------------------------------------------------------------------------------------------------------------
Hour Total 0 15 1 0 0 0 0 0 0 0 0 0 0 0 0 16
04:15 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0 7
04:30 1 11 2 0 0 0 0 0 0 0 0 0 0 0 0 14
04:45 0 16 4 0 0 0 0 0 0 0 0 0 0 0 0 20
05:00 0 19 6 0 0 0 0 0 1 0 0 0 0 0 0 26
------------------------------------------------------------------------------------------------------------
Hour Total 1 53 12 0 0 0 0 0 1 0 0 0 0 0 0 67
05:15 0 36 17 0 0 0 0 0 0 0 0 0 0 0 0 53
05:30 3 61 17 0 0 1 1 0 0 0 0 0 0 0 0 83
05:45 2 61 30 0 0 0 0 1 0 0 0 0 0 0 0 94
06:00 2 75 29 0 2 0 0 0 0 0 0 0 0 0 0 108
------------------------------------------------------------------------------------------------------------
Hour Total 7 233 93 0 2 1 1 1 0 0 0 0 0 0 0 338
06:15 3 119 32 0 1 0 0 0 0 0 0 0 0 0 0 155
06:30 4 116 40 0 1 1 0 0 0 0 0 0 0 0 0 162
06:45 0 94 36 1 0 0 0 0 0 0 0 0 0 0 0 131
07:00 0 85 26 0 1 0 0 2 0 0 0 0 0 0 0 114
------------------------------------------------------------------------------------------------------------
Hour Total 7 414 134 1 3 1 0 2 0 0 0 0 0 0 0 562
07:15 1 106 39 0 1 0 0 0 0 0 0 1 0 0 0 148
07:30 1 127 29 0 0 1 0 1 0 0 0 0 0 0 0 159
07:45 2 175 38 0 3 0 0 0 0 0 0 0 0 0 0 218
08:00 2 241 56 0 0 0 0 1 3 0 0 2 1 0 0 306
------------------------------------------------------------------------------------------------------------
Hour Total 6 649 162 0 4 1 0 2 3 0 0 3 1 0 0 831
08:15 3 185 39 1 2 1 0 2 0 0 2 1 4 0 0 240
08:30 2 143 37 0 3 2 0 4 1 1 0 7 3 0 0 203
08:45 4 164 39 1 3 0 0 2 2 0 0 3 3 0 0 221
09:00 1 123 34 0 1 1 0 0 1 0 0 0 1 0 0 162
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 5
Wed 3/14/2012
Site Ref: Site M File: D0313014.prn
Site ID: 000000009385 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (NI) GPS: 36.94533 76.53757
Direction: NORTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------
Hour Total 10 615 149 2 9 4 0 8 4 1 2 11 11 0 0 826
09:15 1 72 16 0 2 0 0 0 1 0 0 0 0 0 0 92
09:30 0 67 21 0 0 0 0 0 1 0 0 1 0 0 0 90
09:45 0 62 18 0 0 1 0 0 1 0 0 0 0 0 0 82
10:00 0 56 18 0 0 0 0 0 0 0 0 0 0 0 0 74
------------------------------------------------------------------------------------------------------------
Hour Total 1 257 73 0 2 1 0 0 3 0 0 1 0 0 0 338
10:15 0 67 17 0 1 0 0 0 2 0 0 0 0 0 0 87
10:30 0 56 19 0 0 0 0 0 0 0 0 0 0 0 0 75
10:45 0 50 18 0 0 0 0 0 0 0 0 0 0 0 0 68
11:00 0 48 11 0 2 1 0 1 0 0 0 0 0 0 0 63
------------------------------------------------------------------------------------------------------------
Hour Total 0 221 65 0 3 1 0 1 2 0 0 0 0 0 0 293
11:15 1 46 10 0 1 0 0 0 0 0 0 0 0 0 0 58
11:30 0 44 12 0 0 0 1 0 0 0 0 0 0 0 0 57
11:45 0 62 17 0 1 0 0 0 2 0 0 0 0 0 0 82
12:00 0 55 20 0 1 0 0 0 0 0 0 0 0 0 0 76
------------------------------------------------------------------------------------------------------------
Hour Total 1 207 59 0 3 0 1 0 2 0 0 0 0 0 0 273
12:15 0 50 19 0 2 0 0 0 1 0 0 0 0 0 0 72
12:30 1 47 13 0 0 0 0 0 0 0 0 0 0 0 0 61
12:45 2 58 15 0 0 0 0 0 0 0 0 0 0 0 0 75
13:00 1 60 19 0 0 0 0 1 0 0 0 0 0 0 0 81
------------------------------------------------------------------------------------------------------------
Hour Total 4 215 66 0 2 0 0 1 1 0 0 0 0 0 0 289
13:15 0 54 11 0 1 0 0 0 0 0 0 0 0 0 0 66
13:30 4 64 13 0 1 0 0 1 0 0 0 0 0 0 0 83
13:45 1 62 15 0 1 0 0 0 0 0 0 0 0 0 0 79
14:00 0 55 22 0 0 0 0 0 1 0 0 0 0 0 0 78
------------------------------------------------------------------------------------------------------------
Hour Total 5 235 61 0 3 0 0 1 1 0 0 0 0 0 0 306
14:15 0 49 19 0 1 0 0 1 0 0 0 0 0 0 0 70
14:30 2 55 12 0 1 0 0 0 1 0 0 0 0 0 0 71
14:45 1 64 20 0 2 0 0 0 2 0 0 0 0 0 0 89
15:00 0 72 18 0 1 1 0 0 0 0 0 0 0 0 0 92
------------------------------------------------------------------------------------------------------------
Hour Total 3 240 69 0 5 1 0 1 3 0 0 0 0 0 0 322
15:15 2 69 23 1 1 0 0 1 0 0 0 0 0 0 0 97
15:30 0 73 23 0 2 0 0 0 1 0 0 0 0 0 0 99
15:45 3 69 18 0 1 0 0 1 0 0 0 0 0 0 0 92
16:00 0 60 14 0 0 1 0 0 0 0 0 0 0 0 0 75
------------------------------------------------------------------------------------------------------------
Hour Total 5 271 78 1 4 1 0 2 1 0 0 0 0 0 0 363
16:15 2 94 20 0 2 0 0 0 0 0 0 0 0 0 0 118
16:30 3 87 23 0 1 0 0 0 0 0 0 0 0 0 0 114
16:45 0 72 23 0 1 0 0 0 0 0 0 0 0 0 0 96
17:00 2 71 19 0 1 0 0 0 1 0 0 0 0 0 0 94
------------------------------------------------------------------------------------------------------------
Hour Total 7 324 85 0 5 0 0 0 1 0 0 0 0 0 0 422
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 6
Wed 3/14/2012
Site Ref: Site M File: D0313014.prn
Site ID: 000000009385 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (NI) GPS: 36.94533 76.53757
Direction: NORTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
17:15 4 87 32 0 0 1 0 0 0 0 0 0 0 0 0 124
17:30 0 108 25 0 0 0 0 0 0 0 0 0 0 0 0 133
17:45 2 127 27 0 0 0 0 1 0 0 0 0 0 0 0 157
18:00 4 94 23 0 0 0 0 0 0 0 0 0 0 0 0 121
------------------------------------------------------------------------------------------------------------
Hour Total 10 416 107 0 0 1 0 1 0 0 0 0 0 0 0 535
18:15 1 88 27 0 0 0 0 0 0 0 0 0 0 0 0 116
18:30 1 60 15 0 1 0 0 0 0 0 0 0 0 0 0 77
18:45 0 56 25 0 0 0 0 0 0 0 0 0 0 0 0 81
19:00 1 44 17 0 0 0 0 0 0 0 0 0 0 0 0 62
------------------------------------------------------------------------------------------------------------
Hour Total 3 248 84 0 1 0 0 0 0 0 0 0 0 0 0 336
19:15 2 48 11 0 0 0 0 1 0 0 0 0 0 0 0 62
19:30 2 60 14 0 1 0 0 0 0 0 0 0 0 0 0 77
19:45 1 51 16 0 0 0 0 0 0 0 0 0 0 0 0 68
20:00 1 59 9 0 0 0 0 0 0 0 0 0 0 0 0 69
------------------------------------------------------------------------------------------------------------
Hour Total 6 218 50 0 1 0 0 1 0 0 0 0 0 0 0 276
20:15 0 41 13 0 0 0 0 0 0 0 0 0 0 0 0 54
20:30 0 53 5 0 0 0 0 0 0 0 0 0 0 0 0 58
20:45 0 41 5 0 0 1 0 0 0 0 0 0 0 0 0 47
21:00 0 45 10 0 0 0 0 0 0 0 0 0 0 0 0 55
------------------------------------------------------------------------------------------------------------
Hour Total 0 180 33 0 0 1 0 0 0 0 0 0 0 0 0 214
21:15 0 38 6 0 0 0 0 0 0 0 0 0 0 0 0 44
21:30 0 40 7 0 0 0 0 0 0 0 0 0 0 0 0 47
21:45 2 30 4 0 0 0 0 0 0 0 0 0 0 0 0 36
22:00 0 23 9 0 0 0 0 0 0 0 0 0 0 0 0 32
------------------------------------------------------------------------------------------------------------
Hour Total 2 131 26 0 0 0 0 0 0 0 0 0 0 0 0 159
22:15 0 21 3 0 0 0 0 0 0 0 0 0 0 0 0 24
22:30 0 28 4 0 0 0 0 0 0 0 0 0 0 0 0 32
22:45 0 22 1 0 0 0 0 0 0 0 0 0 0 0 0 23
23:00 3 14 2 0 0 0 0 0 0 0 0 0 0 0 0 19
------------------------------------------------------------------------------------------------------------
Hour Total 3 85 10 0 0 0 0 0 0 0 0 0 0 0 0 98
23:15 0 11 2 0 0 0 0 0 0 0 0 0 0 0 0 13
23:30 0 10 2 0 0 0 0 0 0 0 0 0 0 0 0 12
23:45 0 11 0 0 0 0 0 1 0 0 0 0 0 0 0 12
24:00 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5
------------------------------------------------------------------------------------------------------------
Hour Total 0 37 4 0 0 0 0 1 0 0 0 0 0 0 0 42
------------------------------------------------------------------------------------------------------------
DAY TOTAL 81 5307 1432 4 47 13 2 22 22 1 2 15 12 0 0 6960
PERCENTS 1.2% 76.3% 20.6% 0.1% 0.7% 0.2% 0.0% 0.3% 0.3% 0.0% 0.0% 0.2% 0.1% 0.0% 0.0% 100%
Passenger Vehicles 98.9% Trucks & Buses 2.0%
AM Times 05:45 07:45 08:00 08:00 08:15 08:15 04:45 08:00 08:00 07:45 07:30 08:00 08:00 08:00
AM Peaks 11 744 171 2 9 4 1 9 6 1 2 13 11 970
PM Times 17:15 17:30 17:15 14:30 14:45 14:15 12:45 14:00 17:15
PM Peaks 10 417 107 1 6 1 2 4 535
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 7
Thu 3/15/2012
Site Ref: Site M File: D0313014.prn
Site ID: 000000009385 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (NI) GPS: 36.94533 76.53757
Direction: NORTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
00:15 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3
00:30 0 11 0 0 0 0 0 0 0 0 0 0 0 0 0 11
00:45 0 8 0 0 0 0 0 0 0 0 0 0 0 0 0 8
01:00 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5
------------------------------------------------------------------------------------------------------------
Hour Total 0 27 0 0 0 0 0 0 0 0 0 0 0 0 0 27
01:15 0 5 1 0 0 0 0 0 0 0 0 0 0 0 0 6
01:30 1 10 0 0 0 0 0 0 0 0 0 0 0 0 0 11
01:45 0 3 1 0 0 0 0 0 0 0 0 0 0 0 0 4
02:00 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4
------------------------------------------------------------------------------------------------------------
Hour Total 1 22 2 0 0 0 0 0 0 0 0 0 0 0 0 25
02:15 0 1 3 0 0 0 0 0 0 0 0 0 0 0 0 4
02:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:45 0 4 0 0 1 0 0 0 0 0 0 0 0 0 0 5
03:00 0 1 3 0 0 0 0 0 0 0 0 0 0 0 0 4
------------------------------------------------------------------------------------------------------------
Hour Total 0 6 6 0 1 0 0 0 0 0 0 0 0 0 0 13
03:15 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2
03:30 0 2 1 0 0 0 0 0 0 0 0 0 0 0 0 3
03:45 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3
04:00 0 5 2 0 0 0 0 0 0 0 0 0 0 0 0 7
------------------------------------------------------------------------------------------------------------
Hour Total 0 12 3 0 0 0 0 0 0 0 0 0 0 0 0 15
04:15 1 9 2 0 0 0 0 0 0 0 0 0 0 0 0 12
04:30 0 11 4 0 0 0 0 0 0 0 0 0 0 0 0 15
04:45 0 14 11 0 0 0 0 0 0 0 0 0 0 0 0 25
05:00 1 15 11 0 0 0 0 0 0 0 0 0 0 0 0 27
------------------------------------------------------------------------------------------------------------
Hour Total 2 49 28 0 0 0 0 0 0 0 0 0 0 0 0 79
05:15 0 21 12 0 0 0 0 0 0 0 0 0 0 0 0 33
05:30 2 60 26 0 0 0 0 0 0 0 0 0 0 0 0 88
05:45 2 75 33 0 1 0 0 0 0 0 0 0 0 0 0 111
06:00 0 74 31 0 2 1 0 1 0 0 0 0 0 0 0 109
------------------------------------------------------------------------------------------------------------
Hour Total 4 230 102 0 3 1 0 1 0 0 0 0 0 0 0 341
06:15 2 107 38 0 1 0 0 0 0 0 0 0 0 0 0 148
06:30 2 113 41 0 2 2 0 0 0 0 0 0 0 0 0 160
06:45 3 97 34 1 1 0 0 0 0 0 0 0 0 0 0 136
07:00 2 81 25 0 1 1 0 1 0 0 0 0 0 0 0 111
------------------------------------------------------------------------------------------------------------
Hour Total 9 398 138 1 5 3 0 1 0 0 0 0 0 0 0 555
07:15 1 112 33 0 1 0 0 0 0 0 0 0 0 0 0 147
07:30 1 133 46 0 1 0 0 0 1 0 0 0 0 0 0 182
07:45 1 122 29 0 2 0 0 0 1 0 0 0 0 0 0 155
08:00 0 94 24 0 1 0 0 2 1 0 0 0 0 0 0 122
------------------------------------------------------------------------------------------------------------
Hour Total 3 461 132 0 5 0 0 2 3 0 0 0 0 0 0 606
08:15 0 90 23 0 0 0 0 0 0 0 0 1 0 0 0 114
08:30 1 88 15 0 1 1 0 0 0 0 0 0 0 0 0 106
08:45 1 109 29 0 0 0 0 0 0 0 0 0 0 0 0 139
09:00 0 53 28 0 3 2 0 1 0 0 0 0 0 0 0 87
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 8
Thu 3/15/2012
Site Ref: Site M File: D0313014.prn
Site ID: 000000009385 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (NI) GPS: 36.94533 76.53757
Direction: NORTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------
Hour Total 2 340 95 0 4 3 0 1 0 0 0 1 0 0 0 446
09:15 0 82 26 0 1 1 0 0 0 0 0 0 0 0 0 110
09:30 0 62 13 0 0 1 0 0 0 0 0 0 0 0 0 76
09:45 0 57 16 0 1 0 2 0 0 0 0 0 0 0 0 76
10:00 0 54 18 0 2 0 0 2 1 0 0 0 0 0 0 77
------------------------------------------------------------------------------------------------------------
Hour Total 0 255 73 0 4 2 2 2 1 0 0 0 0 0 0 339
10:15 1 45 13 0 0 1 0 0 0 0 0 0 0 0 0 60
10:30 0 40 18 0 2 0 0 1 0 0 0 0 0 0 0 61
10:45 0 65 22 0 0 0 0 1 0 0 0 0 0 0 0 88
11:00 2 56 12 0 1 1 0 1 0 0 0 0 0 0 0 73
------------------------------------------------------------------------------------------------------------
Hour Total 3 206 65 0 3 2 0 3 0 0 0 0 0 0 0 282
11:15 1 41 14 0 4 0 0 1 0 0 0 0 0 0 0 61
11:30 0 62 15 0 0 1 0 0 1 0 0 0 0 0 0 79
11:45 1 56 27 0 1 0 0 0 2 0 0 0 0 0 0 87
12:00 0 54 19 0 1 2 0 0 0 0 0 0 0 0 0 76
------------------------------------------------------------------------------------------------------------
Hour Total 2 213 75 0 6 3 0 1 3 0 0 0 0 0 0 303
12:15 4 53 15 0 0 0 0 0 0 0 0 0 0 0 0 72
12:30 1 60 18 0 1 0 0 0 0 0 0 0 0 0 0 80
12:45 1 70 12 0 0 1 1 0 2 0 0 0 0 0 0 87
13:00 0 57 21 0 1 2 0 0 0 0 0 0 0 0 0 81
------------------------------------------------------------------------------------------------------------
Hour Total 6 240 66 0 2 3 1 0 2 0 0 0 0 0 0 320
13:15 4 49 14 0 0 0 0 0 0 0 0 0 0 0 0 67
13:30 2 60 20 1 1 0 0 0 1 0 0 0 0 0 0 85
13:45 1 61 14 0 4 2 0 0 0 0 0 0 0 0 0 82
14:00 0 59 17 0 2 0 0 0 0 0 0 0 0 0 0 78
------------------------------------------------------------------------------------------------------------
Hour Total 7 229 65 1 7 2 0 0 1 0 0 0 0 0 0 312
14:15 1 63 22 0 0 1 0 1 0 0 0 0 0 0 0 88
14:30 1 72 16 0 0 0 0 0 0 0 0 0 0 0 0 89
14:45 0 70 21 0 2 0 0 0 0 0 0 0 0 0 0 93
15:00 2 74 11 0 0 0 0 0 0 0 0 0 0 0 0 87
------------------------------------------------------------------------------------------------------------
Hour Total 4 279 70 0 2 1 0 1 0 0 0 0 0 0 0 357
15:15 1 78 19 1 0 0 0 0 0 0 0 0 0 0 0 99
15:30 1 96 34 0 0 0 0 1 1 0 0 0 0 0 0 133
15:45 0 88 25 0 4 0 0 0 0 0 0 0 0 0 0 117
16:00 5 85 24 0 2 1 0 0 0 0 0 0 0 0 0 117
------------------------------------------------------------------------------------------------------------
Hour Total 7 347 102 1 6 1 0 1 1 0 0 0 0 0 0 466
16:15 4 99 28 0 0 0 0 0 0 0 0 0 0 0 0 131
16:30 1 83 20 0 2 0 0 0 1 0 0 0 0 0 0 107
16:45 2 85 23 0 2 0 0 0 0 0 0 0 0 0 0 112
17:00 1 98 26 0 0 0 0 0 0 0 0 0 0 0 0 125
------------------------------------------------------------------------------------------------------------
Hour Total 8 365 97 0 4 0 0 0 1 0 0 0 0 0 0 475
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 9
Thu 3/15/2012
Site Ref: Site M File: D0313014.prn
Site ID: 000000009385 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (NI) GPS: 36.94533 76.53757
Direction: NORTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
17:15 3 121 25 0 0 0 0 0 1 0 0 1 0 0 0 151
17:30 0 100 17 0 0 1 0 0 0 0 0 0 0 0 0 118
17:45 3 112 21 0 0 0 0 0 0 0 0 0 0 0 0 136
18:00 0 89 16 0 1 0 0 1 0 0 0 0 0 0 0 107
------------------------------------------------------------------------------------------------------------
Hour Total 6 422 79 0 1 1 0 1 1 0 0 1 0 0 0 512
18:15 2 85 19 0 0 0 0 0 2 0 0 0 0 0 0 108
18:30 2 70 23 0 0 0 0 0 0 0 0 0 0 0 0 95
18:45 1 88 15 0 0 0 0 1 0 0 0 0 0 0 0 105
19:00 0 59 14 1 0 0 0 0 0 0 0 0 0 0 0 74
------------------------------------------------------------------------------------------------------------
Hour Total 5 302 71 1 0 0 0 1 2 0 0 0 0 0 0 382
19:15 0 68 17 0 2 0 0 0 0 0 0 0 0 0 0 87
19:30 1 54 8 0 0 0 0 0 0 0 0 0 0 0 0 63
19:45 0 50 12 0 0 0 0 0 0 0 0 0 0 0 0 62
20:00 1 34 11 0 0 0 0 0 0 0 0 0 0 0 0 46
------------------------------------------------------------------------------------------------------------
Hour Total 2 206 48 0 2 0 0 0 0 0 0 0 0 0 0 258
20:15 0 38 13 0 0 0 0 0 0 0 0 0 0 0 0 51
20:30 0 45 14 0 0 0 0 0 0 0 0 0 0 0 0 59
20:45 1 42 3 0 0 0 0 0 0 0 0 0 0 0 0 46
21:00 0 34 6 0 0 0 0 0 1 0 0 0 0 0 0 41
------------------------------------------------------------------------------------------------------------
Hour Total 1 159 36 0 0 0 0 0 1 0 0 0 0 0 0 197
21:15 0 37 5 0 0 0 0 0 0 0 0 0 0 0 0 42
21:30 0 29 6 0 0 0 0 0 0 0 0 0 0 0 0 35
21:45 0 38 5 0 0 0 0 0 1 0 0 0 0 0 0 44
22:00 0 28 8 0 0 0 0 0 0 0 0 0 0 0 0 36
------------------------------------------------------------------------------------------------------------
Hour Total 0 132 24 0 0 0 0 0 1 0 0 0 0 0 0 157
22:15 0 23 4 0 0 0 0 0 0 0 0 0 0 0 0 27
22:30 1 31 6 0 0 0 0 0 0 0 0 0 0 0 0 38
22:45 0 19 0 0 0 0 0 0 0 0 0 0 0 0 0 19
23:00 0 14 3 0 0 0 0 0 0 0 0 0 0 0 0 17
------------------------------------------------------------------------------------------------------------
Hour Total 1 87 13 0 0 0 0 0 0 0 0 0 0 0 0 101
23:15 0 8 1 0 0 0 0 0 0 0 0 0 0 0 0 9
23:30 0 18 0 0 0 0 0 0 0 0 0 0 0 0 0 18
23:45 0 5 2 0 0 0 0 0 0 0 0 0 0 0 0 7
24:00 0 14 2 0 0 0 0 0 0 0 0 0 0 0 0 16
------------------------------------------------------------------------------------------------------------
Hour Total 0 45 5 0 0 0 0 0 0 0 0 0 0 0 0 50
------------------------------------------------------------------------------------------------------------
DAY TOTAL 73 5032 1395 4 55 22 3 15 17 0 0 2 0 0 0 6618
PERCENTS 1.2% 76.1% 21.1% 0.1% 0.8% 0.3% 0.0% 0.2% 0.2% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100%
Passenger Vehicles 98.2% Trucks & Buses 1.7%
AM Times 06:15 07:15 06:00 06:00 10:30 08:30 09:00 10:00 07:15 07:30 07:15
AM Peaks 9 461 144 1 7 4 2 4 3 1 606
PM Times 16:00 17:00 15:30 12:45 15:45 13:00 12:15 18:00 12:45 16:30 17:00
PM Peaks 12 431 111 1 8 4 1 2 3 1 530
===================================================================================================================
GRAND TOTAL 180 4194 142 5 53 2 13 0
14882 11 45 53 2 17 0 19599
PERCENTS 1.0% 76.0% 21.4% 0.1% 0.8% 0.3% 0.0% 0.2% 0.2% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100%
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 1
Tue 3/13/2012
Site Ref: Site M File: D0313013.prn
Site ID: 000000003725 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (NO) GPS: 36.94533 76.53757
Direction: NORTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
00:15 1 5 1 0 0 0 0 0 0 0 0 0 0 0 0 7
00:30 0 7 3 0 0 0 0 0 0 0 0 0 0 0 0 10
00:45 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4
01:00 0 3 1 0 0 0 0 1 1 0 0 0 0 0 0 6
------------------------------------------------------------------------------------------------------------
Hour Total 1 19 5 0 0 0 0 1 1 0 0 0 0 0 0 27
01:15 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4
01:30 0 4 5 0 0 0 0 0 0 0 0 0 0 0 0 9
01:45 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3
02:00 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3
------------------------------------------------------------------------------------------------------------
Hour Total 0 14 5 0 0 0 0 0 0 0 0 0 0 0 0 19
02:15 0 1 2 0 0 0 0 0 1 0 0 0 0 0 0 4
02:30 0 4 0 0 1 0 0 0 1 0 0 0 0 0 0 6
02:45 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2
03:00 0 6 1 0 0 0 0 0 0 0 0 0 0 0 0 7
------------------------------------------------------------------------------------------------------------
Hour Total 0 13 3 0 1 0 0 0 2 0 0 0 0 0 0 19
03:15 0 5 1 0 0 0 0 0 0 0 0 0 0 0 0 6
03:30 0 7 1 0 0 0 0 0 1 0 0 0 0 0 0 9
03:45 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2
04:00 0 8 3 0 0 0 0 0 2 0 0 0 0 0 0 13
------------------------------------------------------------------------------------------------------------
Hour Total 0 22 5 0 0 0 0 0 3 0 0 0 0 0 0 30
04:15 0 9 7 0 0 0 0 0 0 0 0 0 0 0 0 16
04:30 0 16 4 0 0 0 0 0 6 0 0 0 0 0 0 26
04:45 0 26 9 0 0 0 0 0 3 0 0 0 0 0 0 38
05:00 0 28 9 0 0 0 0 0 1 0 0 0 0 0 0 38
------------------------------------------------------------------------------------------------------------
Hour Total 0 79 29 0 0 0 0 0 10 0 0 0 0 0 0 118
05:15 0 49 16 0 1 0 0 0 2 0 0 0 0 0 0 68
05:30 0 72 19 0 0 1 0 1 1 0 0 0 0 0 0 94
05:45 0 78 27 0 0 1 0 0 2 0 0 0 0 0 0 108
06:00 0 78 40 0 1 1 0 0 0 0 0 1 0 0 0 121
------------------------------------------------------------------------------------------------------------
Hour Total 0 277 102 0 2 3 0 1 5 0 0 1 0 0 0 391
06:15 1 109 44 0 1 1 0 0 4 0 0 1 0 0 0 161
06:30 0 109 29 0 1 2 0 0 1 0 0 0 0 0 0 142
06:45 0 93 27 1 0 0 0 0 1 0 0 0 0 0 0 122
07:00 0 87 26 0 0 0 0 0 1 0 0 0 0 0 0 114
------------------------------------------------------------------------------------------------------------
Hour Total 1 398 126 1 2 3 0 0 7 0 0 1 0 0 0 539
07:15 0 95 24 0 0 0 0 1 2 0 0 1 0 0 0 123
07:30 0 108 34 0 1 0 0 0 4 0 0 0 0 0 0 147
07:45 0 114 32 0 3 0 0 2 2 0 0 0 0 0 0 153
08:00 0 92 21 1 0 0 0 0 4 2 0 0 0 0 0 120
------------------------------------------------------------------------------------------------------------
Hour Total 0 409 111 1 4 0 0 3 12 2 0 1 0 0 0 543
08:15 1 67 22 3 1 1 0 0 3 0 0 1 0 0 0 99
08:30 0 67 25 0 0 0 0 0 1 0 0 1 0 0 0 94
08:45 0 62 21 0 0 1 1 2 2 1 0 0 0 0 0 90
09:00 0 61 21 0 1 1 0 0 4 0 0 0 0 0 0 88
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 8
Thu 3/15/2012
Site Ref: Site M File: D0313013.prn
Site ID: 000000003725 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (NO) GPS: 36.94533 76.53757
Direction: NORTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------
Hour Total 4 282 101 3 7 7 2 4 18 0 1 1 0 0 0 430
09:15 0 66 18 0 2 0 1 2 2 0 0 0 0 0 0 91
09:30 0 47 11 0 1 2 1 1 4 0 0 0 0 0 0 67
09:45 1 47 23 1 1 0 1 2 7 0 0 0 0 0 0 83
10:00 1 44 21 0 2 3 1 0 3 0 0 0 0 0 0 75
------------------------------------------------------------------------------------------------------------
Hour Total 2 204 73 1 6 5 4 5 16 0 0 0 0 0 0 316
10:15 1 32 15 0 1 0 1 0 7 0 0 1 0 0 0 58
10:30 1 46 18 0 4 0 0 1 3 0 0 0 0 0 0 73
10:45 1 52 19 0 2 0 0 2 3 0 0 0 0 0 0 79
11:00 0 53 7 0 1 2 1 0 3 0 0 0 0 0 0 67
------------------------------------------------------------------------------------------------------------
Hour Total 3 183 59 0 8 2 2 3 16 0 0 1 0 0 0 277
11:15 0 40 11 1 1 0 0 0 9 1 0 0 0 0 0 63
11:30 1 57 21 0 2 2 1 0 1 0 0 0 0 0 0 85
11:45 1 56 23 0 0 2 0 1 3 0 0 0 0 0 0 86
12:00 0 44 17 0 4 1 3 1 2 0 0 1 0 0 0 73
------------------------------------------------------------------------------------------------------------
Hour Total 2 197 72 1 7 5 4 2 15 1 0 1 0 0 0 307
12:15 0 42 27 0 4 1 0 0 5 0 0 0 0 0 0 79
12:30 0 48 17 0 3 2 0 0 2 0 0 0 0 0 0 72
12:45 0 57 9 0 4 2 1 1 3 0 0 0 0 0 0 77
13:00 1 48 17 0 1 1 0 0 3 0 0 0 0 0 0 71
------------------------------------------------------------------------------------------------------------
Hour Total 1 195 70 0 12 6 1 1 13 0 0 0 0 0 0 299
13:15 0 47 14 1 0 0 0 0 4 0 0 1 0 0 0 67
13:30 1 55 18 0 3 2 1 1 3 0 0 0 0 0 0 84
13:45 1 52 29 0 5 1 0 2 1 0 0 0 0 0 0 91
14:00 1 46 19 0 1 0 2 2 6 0 0 1 0 0 0 78
------------------------------------------------------------------------------------------------------------
Hour Total 3 200 80 1 9 3 3 5 14 0 0 2 0 0 0 320
14:15 2 58 18 0 1 2 0 2 1 0 0 0 0 0 0 84
14:30 2 51 20 0 2 0 1 0 1 0 0 0 0 0 0 77
14:45 2 56 23 0 2 2 2 0 4 0 0 0 0 0 0 91
15:00 1 60 7 0 2 1 2 2 2 0 0 0 0 0 0 77
------------------------------------------------------------------------------------------------------------
Hour Total 7 225 68 0 7 5 5 4 8 0 0 0 0 0 0 329
15:15 3 54 20 1 0 0 3 0 2 0 1 0 0 0 0 84
15:30 1 93 31 0 2 2 1 1 2 0 0 0 0 0 0 133
15:45 1 77 16 0 2 1 1 1 1 0 0 0 0 0 0 100
16:00 0 67 20 1 0 1 1 0 1 0 0 0 0 0 0 91
------------------------------------------------------------------------------------------------------------
Hour Total 5 291 87 2 4 4 6 2 6 0 1 0 0 0 0 408
16:15 3 66 19 2 3 1 0 0 2 0 0 1 0 0 0 97
16:30 0 71 16 0 1 0 0 1 3 0 0 0 0 0 0 92
16:45 1 60 19 0 0 1 0 0 3 0 0 1 0 0 0 85
17:00 0 79 21 1 1 0 0 0 1 0 0 0 0 0 0 103
------------------------------------------------------------------------------------------------------------
Hour Total 4 276 75 3 5 2 0 1 9 0 0 2 0 0 0 377
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 2
Tue 3/13/2012
Site Ref: Site M File: D0313013.prn
Site ID: 000000003725 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (NO) GPS: 36.94533 76.53757
Direction: NORTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------
Hour Total 1 257 89 3 2 3 1 2 10 1 0 2 0 0 0 371
09:15 0 55 17 0 3 1 3 2 6 1 1 0 0 0 0 89
09:30 0 60 15 0 0 0 0 1 5 0 0 0 0 0 0 81
09:45 0 52 17 0 1 2 0 1 1 0 0 0 0 0 0 74
10:00 1 41 16 0 1 0 0 1 3 0 0 0 0 0 0 63
------------------------------------------------------------------------------------------------------------
Hour Total 1 208 65 0 5 3 3 5 15 1 1 0 0 0 0 307
10:15 0 32 16 0 2 0 1 1 2 0 0 0 0 0 0 54
10:30 0 45 15 0 0 2 0 0 4 0 0 0 0 0 0 66
10:45 0 59 5 0 2 0 0 1 2 0 0 0 1 0 0 70
11:00 1 52 15 0 2 0 1 0 3 0 0 0 0 0 0 74
------------------------------------------------------------------------------------------------------------
Hour Total 1 188 51 0 6 2 2 2 11 0 0 0 1 0 0 264
11:15 0 51 18 0 2 1 0 1 5 0 0 0 0 0 0 78
11:30 0 37 13 0 1 1 1 0 0 0 0 0 0 0 0 53
11:45 1 53 12 0 1 0 0 0 1 0 0 0 0 0 0 68
12:00 1 37 19 0 5 0 0 0 3 0 0 1 0 0 0 66
------------------------------------------------------------------------------------------------------------
Hour Total 2 178 62 0 9 2 1 1 9 0 0 1 0 0 0 265
12:15 1 45 13 0 2 1 0 0 2 1 0 1 0 0 0 66
12:30 0 57 14 0 3 1 0 0 6 1 0 0 0 0 0 82
12:45 0 41 11 0 1 0 0 0 4 0 0 1 0 0 0 58
13:00 0 35 17 1 1 2 0 0 4 0 0 0 0 0 0 60
------------------------------------------------------------------------------------------------------------
Hour Total 1 178 55 1 7 4 0 0 16 2 0 2 0 0 0 266
13:15 0 35 17 0 1 0 0 1 2 0 0 0 0 0 0 56
13:30 0 50 17 0 0 0 0 0 2 0 0 0 0 0 0 69
13:45 1 46 15 0 2 1 0 2 3 0 0 1 0 0 0 71
14:00 1 51 12 0 1 1 1 0 4 0 0 0 0 0 0 71
------------------------------------------------------------------------------------------------------------
Hour Total 2 182 61 0 4 2 1 3 11 0 0 1 0 0 0 267
14:15 0 55 11 0 2 0 0 1 4 0 0 0 0 0 0 73
14:30 0 49 14 0 2 1 0 1 4 0 0 0 0 0 0 71
14:45 0 49 26 0 1 0 0 0 4 0 0 0 0 0 0 80
15:00 1 51 17 0 0 0 0 1 0 0 0 0 0 0 0 70
------------------------------------------------------------------------------------------------------------
Hour Total 1 204 68 0 5 1 0 3 12 0 0 0 0 0 0 294
15:15 0 48 18 1 1 0 0 0 4 0 0 1 0 0 0 73
15:30 0 41 18 0 1 0 0 0 4 0 0 0 0 0 0 64
15:45 1 53 16 0 2 1 0 1 2 0 0 0 0 0 0 76
16:00 1 51 15 0 4 0 0 0 3 0 0 0 0 0 0 74
------------------------------------------------------------------------------------------------------------
Hour Total 2 193 67 1 8 1 0 1 13 0 0 1 0 0 0 287
16:15 1 51 9 2 0 2 0 0 2 0 0 0 0 0 0 67
16:30 0 52 17 0 3 0 0 0 3 0 0 0 0 0 0 75
16:45 0 62 16 0 1 0 0 0 2 0 0 0 0 0 0 81
17:00 0 59 14 1 1 0 0 1 1 0 0 0 0 0 0 77
------------------------------------------------------------------------------------------------------------
Hour Total 1 224 56 3 5 2 0 1 8 0 0 0 0 0 0 300
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 3
Tue 3/13/2012
Site Ref: Site M File: D0313013.prn
Site ID: 000000003725 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (NO) GPS: 36.94533 76.53757
Direction: NORTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
17:15 0 63 15 0 1 0 0 0 3 0 0 1 0 0 0 83
17:30 1 67 21 0 0 0 0 1 4 0 0 0 0 0 0 94
17:45 1 68 22 0 1 0 0 0 1 0 0 0 0 0 0 93
18:00 0 63 17 0 1 0 0 0 0 0 0 0 0 0 0 81
------------------------------------------------------------------------------------------------------------
Hour Total 2 261 75 0 3 0 0 1 8 0 0 1 0 0 0 351
18:15 1 43 11 0 1 1 0 0 1 0 0 0 0 0 0 58
18:30 0 75 12 0 0 0 0 0 2 0 0 0 0 0 0 89
18:45 2 49 17 0 0 0 0 0 1 0 0 0 0 0 0 69
19:00 2 47 12 0 2 0 0 0 2 0 0 0 0 0 0 65
------------------------------------------------------------------------------------------------------------
Hour Total 5 214 52 0 3 1 0 0 6 0 0 0 0 0 0 281
19:15 1 48 10 0 1 0 0 0 1 0 0 0 0 0 0 61
19:30 0 46 10 0 1 0 0 1 1 0 0 0 0 0 0 59
19:45 0 23 6 0 0 0 0 0 1 0 0 0 0 0 0 30
20:00 0 31 13 0 1 0 0 0 2 0 0 0 0 0 0 47
------------------------------------------------------------------------------------------------------------
Hour Total 1 148 39 0 3 0 0 1 5 0 0 0 0 0 0 197
20:15 0 37 6 0 0 0 0 0 3 0 0 0 0 0 0 46
20:30 0 22 8 0 2 1 0 0 1 0 0 0 0 0 0 34
20:45 0 28 10 0 0 0 0 0 0 0 0 0 0 0 0 38
21:00 0 23 5 0 0 0 0 0 1 0 0 0 0 0 0 29
------------------------------------------------------------------------------------------------------------
Hour Total 0 110 29 0 2 1 0 0 5 0 0 0 0 0 0 147
21:15 0 23 2 0 0 0 0 0 1 0 0 0 0 0 0 26
21:30 0 15 3 0 0 0 0 0 0 0 0 0 0 0 0 18
21:45 0 20 2 0 0 1 0 0 0 0 0 0 0 0 0 23
22:00 0 20 7 0 0 0 0 0 0 0 0 0 0 0 0 27
------------------------------------------------------------------------------------------------------------
Hour Total 0 78 14 0 0 1 0 0 1 0 0 0 0 0 0 94
22:15 0 20 7 0 0 0 0 0 1 0 0 0 0 0 0 28
22:30 0 23 6 0 0 0 0 0 2 0 0 0 0 0 0 31
22:45 0 20 2 0 0 0 0 0 1 0 0 0 0 0 0 23
23:00 0 12 2 0 0 0 0 0 0 0 0 0 0 0 0 14
------------------------------------------------------------------------------------------------------------
Hour Total 0 75 17 0 0 0 0 0 4 0 0 0 0 0 0 96
23:15 0 13 2 0 0 0 0 0 0 0 0 0 0 0 0 15
23:30 0 6 1 0 0 0 0 0 1 0 0 0 0 0 0 8
23:45 0 8 2 0 0 0 0 1 1 0 0 0 0 0 0 12
24:00 0 3 3 0 0 0 0 0 1 0 0 0 0 0 0 7
------------------------------------------------------------------------------------------------------------
Hour Total 0 30 8 0 0 0 0 1 3 0 0 0 0 0 0 42
------------------------------------------------------------------------------------------------------------
DAY TOTAL 22 3959 1194 10 71 29 8 26 177 6 1 11 1 0 0 5515
PERCENTS 0.4% 71.8% 21.7% 0.2% 1.3% 0.6% 0.2% 0.4% 3.2% 0.1% 0.0% 0.1% 0.0% 0.0% 0.0% 100%
Passenger Vehicles 93.8% Trucks & Buses 6.1%
AM Times 11:00 07:15 05:45 07:30 11:15 05:45 08:30 08:45 08:45 08:00 08:30 05:30 10:00 06:00
AM Peaks 2 409 140 4 9 5 4 5 17 3 1 2 1 546
PM Times 18:15 17:15 14:45 16:15 15:45 12:15 13:15 13:45 12:15 12:15 12:15 17:15
PM Peaks 5 261 79 3 9 4 1 4 16 2 2 351
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 4
Wed 3/14/2012
Site Ref: Site M File: D0313013.prn
Site ID: 000000003725 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (NO) GPS: 36.94533 76.53757
Direction: NORTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
00:15 0 1 2 0 0 0 0 0 2 0 0 0 0 0 0 5
00:30 0 3 1 0 0 0 0 0 1 0 0 0 0 0 0 5
00:45 0 4 1 0 0 0 0 0 0 0 0 0 0 0 0 5
01:00 0 3 3 0 0 0 0 0 0 0 0 0 0 0 0 6
------------------------------------------------------------------------------------------------------------
Hour Total 0 11 7 0 0 0 0 0 3 0 0 0 0 0 0 21
01:15 0 1 2 0 0 0 0 0 2 0 0 0 0 0 0 5
01:30 0 2 0 0 0 0 0 0 1 0 0 0 0 0 0 3
01:45 1 4 1 0 0 0 0 0 1 0 0 0 0 0 0 7
02:00 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3
------------------------------------------------------------------------------------------------------------
Hour Total 1 10 3 0 0 0 0 0 4 0 0 0 0 0 0 18
02:15 0 5 1 0 0 0 0 0 2 0 0 0 0 0 0 8
02:30 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2
02:45 0 1 2 0 0 0 0 0 1 0 0 0 0 0 0 4
03:00 0 1 1 0 1 0 0 0 1 0 0 0 0 0 0 4
------------------------------------------------------------------------------------------------------------
Hour Total 0 9 4 0 1 0 0 0 4 0 0 0 0 0 0 18
03:15 0 8 0 0 0 0 0 0 0 0 0 0 0 0 0 8
03:30 0 4 1 0 0 1 0 0 0 0 0 0 0 0 0 6
03:45 1 4 0 0 0 0 0 0 2 0 0 0 0 0 0 7
04:00 0 5 1 0 0 0 0 0 0 0 0 0 0 0 0 6
------------------------------------------------------------------------------------------------------------
Hour Total 1 21 2 0 0 1 0 0 2 0 0 0 0 0 0 27
04:15 0 9 7 0 0 1 0 0 0 0 0 0 0 0 0 17
04:30 1 16 10 0 0 0 0 0 0 0 0 0 0 0 0 27
04:45 1 21 16 0 0 0 0 0 1 0 0 0 0 0 0 39
05:00 1 24 5 0 0 0 0 0 4 0 0 0 0 0 0 34
------------------------------------------------------------------------------------------------------------
Hour Total 3 70 38 0 0 1 0 0 5 0 0 0 0 0 0 117
05:15 0 44 22 0 0 0 0 0 1 0 0 0 0 0 0 67
05:30 0 72 13 0 0 0 0 0 2 0 0 0 0 0 0 87
05:45 1 59 32 0 0 2 0 0 2 0 0 0 0 0 0 96
06:00 1 78 37 0 0 0 0 0 1 0 0 0 0 0 0 117
------------------------------------------------------------------------------------------------------------
Hour Total 2 253 104 0 0 2 0 0 6 0 0 0 0 0 0 367
06:15 3 92 49 0 0 0 0 0 4 0 0 0 0 0 0 148
06:30 2 107 34 0 1 1 0 0 7 0 0 0 0 0 0 152
06:45 6 94 32 1 1 0 0 0 3 0 0 0 0 0 0 137
07:00 4 79 26 0 1 1 0 0 1 0 0 0 0 0 0 112
------------------------------------------------------------------------------------------------------------
Hour Total 15 372 141 1 3 2 0 0 15 0 0 0 0 0 0 549
07:15 3 96 20 0 0 0 0 0 5 0 0 0 0 0 0 124
07:30 3 130 27 0 1 0 1 1 4 0 0 0 0 0 0 167
07:45 1 147 30 0 4 1 3 2 1 0 0 0 0 0 0 189
08:00 5 166 43 2 4 0 0 1 11 1 0 4 0 0 0 237
------------------------------------------------------------------------------------------------------------
Hour Total 12 539 120 2 9 1 4 4 21 1 0 4 0 0 0 717
08:15 4 150 18 0 1 0 0 2 25 0 0 7 5 0 0 212
08:30 11 92 10 1 0 0 0 2 22 0 1 11 11 0 0 161
08:45 4 128 9 0 1 0 0 0 28 0 0 9 6 0 0 185
09:00 1 95 30 0 1 1 3 0 8 0 0 1 1 0 0 141
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 5
Wed 3/14/2012
Site Ref: Site M File: D0313013.prn
Site ID: 000000003725 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (NO) GPS: 36.94533 76.53757
Direction: NORTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------
Hour Total 20 465 67 1 3 1 3 4 83 0 1 28 23 0 0 699
09:15 1 72 19 0 4 3 1 2 5 0 0 0 0 0 0 107
09:30 0 56 18 2 3 0 2 0 7 0 0 0 0 0 0 88
09:45 1 57 14 0 2 2 0 1 3 0 0 0 0 0 0 80
10:00 1 56 16 0 1 1 1 1 4 0 0 0 0 0 0 81
------------------------------------------------------------------------------------------------------------
Hour Total 3 241 67 2 10 6 4 4 19 0 0 0 0 0 0 356
10:15 1 45 20 1 2 0 0 2 7 0 0 0 0 0 0 78
10:30 0 45 21 0 1 0 0 1 3 0 0 0 0 0 0 71
10:45 0 45 16 0 1 0 1 1 1 0 0 0 0 0 0 65
11:00 1 44 19 0 3 1 0 0 9 0 0 0 0 0 0 77
------------------------------------------------------------------------------------------------------------
Hour Total 2 179 76 1 7 1 1 4 20 0 0 0 0 0 0 291
11:15 0 32 16 0 1 3 3 0 1 0 0 0 0 0 0 56
11:30 0 42 13 0 7 3 0 0 5 0 0 0 0 0 0 70
11:45 0 50 22 0 1 2 2 2 7 0 1 0 0 0 0 87
12:00 1 36 17 1 0 0 1 1 2 0 0 0 0 0 0 59
------------------------------------------------------------------------------------------------------------
Hour Total 1 160 68 1 9 8 6 3 15 0 1 0 0 0 0 272
12:15 0 41 17 0 3 2 0 2 5 0 0 1 0 0 0 71
12:30 1 52 12 0 1 0 0 0 1 0 0 0 0 0 0 67
12:45 0 48 11 2 3 3 1 1 0 0 0 0 0 0 0 69
13:00 0 37 19 1 3 3 1 2 1 0 0 0 0 0 0 67
------------------------------------------------------------------------------------------------------------
Hour Total 1 178 59 3 10 8 2 5 7 0 0 1 0 0 0 274
13:15 0 41 13 0 2 1 0 0 2 0 0 0 0 0 0 59
13:30 1 55 14 0 1 0 2 0 6 0 0 0 0 0 0 79
13:45 1 42 16 0 0 0 0 2 0 0 0 0 0 0 0 61
14:00 3 56 17 0 0 1 3 0 1 0 0 0 0 0 0 81
------------------------------------------------------------------------------------------------------------
Hour Total 5 194 60 0 3 2 5 2 9 0 0 0 0 0 0 280
14:15 1 41 19 0 1 3 0 0 2 0 0 0 0 0 0 67
14:30 0 47 25 0 1 0 0 0 0 0 0 0 0 0 0 73
14:45 0 64 22 0 1 0 0 1 1 0 0 0 0 0 0 89
15:00 1 55 15 1 1 2 0 1 3 0 0 0 0 0 0 79
------------------------------------------------------------------------------------------------------------
Hour Total 2 207 81 1 4 5 0 2 6 0 0 0 0 0 0 308
15:15 3 54 16 0 1 3 2 1 2 0 0 0 0 0 0 82
15:30 1 46 20 0 1 1 1 0 3 0 0 0 0 0 0 73
15:45 3 40 20 1 1 0 1 1 6 0 0 0 0 0 0 73
16:00 2 45 19 0 1 2 0 0 2 0 0 0 0 0 0 71
------------------------------------------------------------------------------------------------------------
Hour Total 9 185 75 1 4 6 4 2 13 0 0 0 0 0 0 299
16:15 1 47 19 2 2 0 1 0 2 0 0 0 0 0 0 74
16:30 0 56 21 0 0 0 0 1 2 0 0 0 0 0 0 80
16:45 3 69 15 1 0 1 0 0 0 0 0 0 0 0 0 89
17:00 5 68 14 1 0 0 0 1 1 0 0 0 0 0 0 90
------------------------------------------------------------------------------------------------------------
Hour Total 9 240 69 4 2 1 1 2 5 0 0 0 0 0 0 333
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 6
Wed 3/14/2012
Site Ref: Site M File: D0313013.prn
Site ID: 000000003725 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (NO) GPS: 36.94533 76.53757
Direction: NORTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
17:15 1 78 23 3 4 1 0 2 0 0 0 0 0 0 0 112
17:30 3 64 18 0 4 1 0 0 0 0 0 1 0 0 0 91
17:45 2 84 22 0 1 0 0 0 1 0 0 0 0 0 0 110
18:00 1 67 21 0 0 0 0 0 0 0 0 0 0 0 0 89
------------------------------------------------------------------------------------------------------------
Hour Total 7 293 84 3 9 2 0 2 1 0 0 1 0 0 0 402
18:15 2 69 17 0 1 0 0 3 1 0 0 0 0 0 0 93
18:30 1 51 19 0 1 0 0 0 0 0 0 0 0 0 0 72
18:45 3 53 8 0 0 0 0 0 1 0 0 0 0 0 0 65
19:00 0 54 14 0 0 0 0 0 2 0 0 0 0 0 0 70
------------------------------------------------------------------------------------------------------------
Hour Total 6 227 58 0 2 0 0 3 4 0 0 0 0 0 0 300
19:15 2 41 7 0 0 0 0 0 3 0 0 0 0 0 0 53
19:30 1 35 11 0 4 0 0 0 0 0 0 0 0 0 0 51
19:45 0 39 8 0 0 0 0 0 0 0 0 0 0 0 0 47
20:00 3 51 12 0 0 0 0 0 2 0 0 0 0 0 0 68
------------------------------------------------------------------------------------------------------------
Hour Total 6 166 38 0 4 0 0 0 5 0 0 0 0 0 0 219
20:15 1 34 7 1 1 0 0 0 1 0 0 0 0 0 0 45
20:30 1 37 8 0 0 0 0 0 2 0 0 1 0 0 0 49
20:45 0 22 8 0 0 0 0 0 2 0 0 0 0 0 0 32
21:00 0 30 6 1 1 0 0 0 0 0 0 0 0 0 0 38
------------------------------------------------------------------------------------------------------------
Hour Total 2 123 29 2 2 0 0 0 5 0 0 1 0 0 0 164
21:15 0 35 5 0 0 0 0 0 1 0 0 0 0 0 0 41
21:30 1 22 10 1 1 0 0 0 1 0 0 0 0 0 0 36
21:45 1 22 3 0 0 0 0 0 1 0 0 0 0 0 0 27
22:00 0 16 4 0 0 0 0 0 1 0 0 0 0 0 0 21
------------------------------------------------------------------------------------------------------------
Hour Total 2 95 22 1 1 0 0 0 4 0 0 0 0 0 0 125
22:15 0 22 1 0 0 0 0 0 2 0 0 0 0 0 0 25
22:30 0 24 9 0 0 0 0 0 2 0 0 0 0 0 0 35
22:45 0 15 4 0 0 0 0 0 1 0 0 0 0 0 0 20
23:00 1 9 2 0 0 0 0 0 1 0 0 0 0 0 0 13
------------------------------------------------------------------------------------------------------------
Hour Total 1 70 16 0 0 0 0 0 6 0 0 0 0 0 0 93
23:15 0 8 2 0 0 0 0 0 1 0 0 0 0 0 0 11
23:30 0 13 2 0 0 0 0 0 2 0 0 0 0 0 0 17
23:45 0 8 2 0 0 0 0 0 0 0 0 0 0 0 0 10
24:00 0 7 3 0 1 0 0 0 1 0 0 0 0 0 0 12
------------------------------------------------------------------------------------------------------------
Hour Total 0 36 9 0 1 0 0 0 4 0 0 0 0 0 0 50
------------------------------------------------------------------------------------------------------------
DAY TOTAL 110 4344 1297 23 84 47 30 37 266 1 2 35 23 0 0 6299
PERCENTS 1.8% 69.0% 20.6% 0.4% 1.4% 0.8% 0.5% 0.5% 4.2% 0.0% 0.0% 0.5% 0.3% 0.0% 0.0% 100%
Passenger Vehicles 91.3% Trucks & Buses 8.6%
AM Times 08:00 07:30 05:45 07:45 10:45 11:00 08:45 07:45 08:00 07:15 07:45 08:00 08:15 07:30
AM Peaks 24 593 152 3 12 9 6 7 86 1 1 31 23 805
PM Times 16:45 17:00 17:15 16:30 12:15 12:15 13:15 12:15 15:00 12:15 17:00
PM Peaks 12 294 84 5 10 8 5 5 14 1 403
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 7
Thu 3/15/2012
Site Ref: Site M File: D0313013.prn
Site ID: 000000003725 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (NO) GPS: 36.94533 76.53757
Direction: NORTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
00:15 0 7 3 0 0 0 0 0 0 0 0 0 0 0 0 10
00:30 0 4 1 0 0 0 0 0 2 0 0 0 0 0 0 7
00:45 0 2 3 0 0 0 0 0 3 0 0 0 0 0 0 8
01:00 0 5 1 0 0 0 0 0 2 0 0 0 0 0 0 8
------------------------------------------------------------------------------------------------------------
Hour Total 0 18 8 0 0 0 0 0 7 0 0 0 0 0 0 33
01:15 0 0 2 0 0 0 0 0 2 0 0 0 0 0 0 4
01:30 0 4 3 0 0 0 0 0 0 0 0 0 0 0 0 7
01:45 0 4 1 0 0 0 0 0 1 0 0 0 0 0 0 6
02:00 0 8 1 0 0 0 0 0 0 0 0 0 0 0 0 9
------------------------------------------------------------------------------------------------------------
Hour Total 0 16 7 0 0 0 0 0 3 0 0 0 0 0 0 26
02:15 0 3 1 0 0 0 0 0 0 0 0 0 0 0 0 4
02:30 0 1 0 0 1 0 0 0 1 0 0 1 0 0 0 4
02:45 0 4 0 0 0 0 0 0 1 0 0 0 0 0 0 5
03:00 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3
------------------------------------------------------------------------------------------------------------
Hour Total 0 11 1 0 1 0 0 0 2 0 0 1 0 0 0 16
03:15 0 5 1 0 0 0 0 0 1 0 0 0 0 0 0 7
03:30 0 1 1 0 0 0 0 0 3 0 0 0 0 0 0 5
03:45 1 5 1 0 0 0 0 0 0 0 0 0 0 0 0 7
04:00 0 6 3 0 0 0 0 0 0 0 0 0 0 0 0 9
------------------------------------------------------------------------------------------------------------
Hour Total 1 17 6 0 0 0 0 0 4 0 0 0 0 0 0 28
04:15 0 13 6 0 0 0 0 0 1 0 0 0 0 0 0 20
04:30 1 14 5 0 0 0 0 0 0 0 0 0 0 0 0 20
04:45 2 24 8 0 0 0 0 0 0 0 0 0 0 0 0 34
05:00 0 34 8 0 0 0 0 0 1 0 0 0 0 0 0 43
------------------------------------------------------------------------------------------------------------
Hour Total 3 85 27 0 0 0 0 0 2 0 0 0 0 0 0 117
05:15 0 48 16 0 0 0 0 0 1 0 0 0 0 0 0 65
05:30 1 67 24 0 1 0 0 0 3 0 0 0 0 0 0 96
05:45 3 79 33 0 0 0 1 0 5 0 0 0 0 0 0 121
06:00 0 91 30 0 0 0 0 0 0 0 0 0 0 0 0 121
------------------------------------------------------------------------------------------------------------
Hour Total 4 285 103 0 1 0 1 0 9 0 0 0 0 0 0 403
06:15 2 102 47 0 1 1 0 1 3 0 0 0 0 0 0 157
06:30 6 113 29 0 2 1 0 0 5 0 0 0 0 0 0 156
06:45 1 96 32 1 0 1 0 0 4 0 0 1 0 0 0 136
07:00 3 91 23 0 0 0 0 0 1 0 0 0 0 0 0 118
------------------------------------------------------------------------------------------------------------
Hour Total 12 402 131 1 3 3 0 1 13 0 0 1 0 0 0 567
07:15 4 93 27 0 0 0 1 0 5 0 0 0 0 0 0 130
07:30 2 107 30 0 1 1 2 0 3 0 0 0 1 0 0 147
07:45 0 118 35 0 0 0 1 0 6 0 0 1 0 0 0 161
08:00 1 78 24 2 0 2 0 1 3 0 0 0 0 0 0 111
------------------------------------------------------------------------------------------------------------
Hour Total 7 396 116 2 1 3 4 1 17 0 0 1 1 0 0 549
08:15 1 63 23 2 2 2 1 1 6 0 1 0 0 0 0 102
08:30 1 79 23 1 0 2 1 1 4 0 0 0 0 0 0 112
08:45 1 79 30 0 4 1 0 2 3 0 0 0 0 0 0 120
09:00 1 61 25 0 1 2 0 0 5 0 0 1 0 0 0 96
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 9
Thu 3/15/2012
Site Ref: Site M File: D0313013.prn
Site ID: 000000003725 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (NO) GPS: 36.94533 76.53757
Direction: NORTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
17:15 2 68 28 1 2 0 0 1 1 0 0 0 0 0 0 103
17:30 0 83 22 0 0 0 0 0 0 0 0 0 0 0 0 105
17:45 4 66 17 0 0 0 0 0 3 0 0 0 0 0 0 90
18:00 1 69 18 0 1 0 0 1 1 0 0 0 0 0 0 91
------------------------------------------------------------------------------------------------------------
Hour Total 7 286 85 1 3 0 0 2 5 0 0 0 0 0 0 389
18:15 4 73 12 0 1 0 0 0 2 0 0 0 0 0 0 92
18:30 0 53 27 0 1 0 0 0 1 0 0 0 0 0 0 82
18:45 1 62 15 1 0 0 0 0 2 0 0 0 0 0 0 81
19:00 0 48 17 0 2 0 0 0 1 0 0 0 0 0 0 68
------------------------------------------------------------------------------------------------------------
Hour Total 5 236 71 1 4 0 0 0 6 0 0 0 0 0 0 323
19:15 0 45 12 0 0 0 0 0 1 1 0 0 0 0 0 59
19:30 2 40 16 0 1 0 0 1 1 0 0 0 0 0 0 61
19:45 0 28 15 0 0 0 0 1 0 0 0 0 0 0 0 44
20:00 0 37 12 0 2 0 0 0 2 0 0 0 0 0 0 53
------------------------------------------------------------------------------------------------------------
Hour Total 2 150 55 0 3 0 0 2 4 1 0 0 0 0 0 217
20:15 0 43 9 1 0 0 0 0 0 0 0 0 0 0 0 53
20:30 0 28 9 0 0 0 0 0 3 0 0 0 0 0 0 40
20:45 0 38 6 0 0 1 0 0 1 0 0 0 0 0 0 46
21:00 0 31 6 0 0 0 0 1 0 0 0 0 0 0 0 38
------------------------------------------------------------------------------------------------------------
Hour Total 0 140 30 1 0 1 0 1 4 0 0 0 0 0 0 177
21:15 0 22 5 0 2 0 0 0 1 0 0 0 0 0 0 30
21:30 0 39 12 0 0 0 0 0 0 0 0 0 0 0 0 51
21:45 0 30 8 0 0 0 0 0 2 0 0 0 0 0 0 40
22:00 0 16 6 0 0 0 0 0 0 0 0 0 0 0 0 22
------------------------------------------------------------------------------------------------------------
Hour Total 0 107 31 0 2 0 0 0 3 0 0 0 0 0 0 143
22:15 0 22 8 0 1 0 0 0 0 0 0 0 0 0 0 31
22:30 0 28 4 0 0 0 0 0 4 0 0 0 0 0 0 36
22:45 1 16 4 0 1 0 0 0 1 0 0 0 0 0 0 23
23:00 0 11 5 0 0 0 0 0 0 0 0 0 0 0 0 16
------------------------------------------------------------------------------------------------------------
Hour Total 1 77 21 0 2 0 0 0 5 0 0 0 0 0 0 106
23:15 0 7 3 0 0 0 0 0 2 0 0 0 0 0 0 12
23:30 0 14 4 0 0 0 0 0 1 0 0 0 0 0 0 19
23:45 0 11 5 0 1 0 0 1 2 0 0 0 0 0 0 20
24:00 0 5 3 0 0 0 0 0 0 0 0 0 0 0 0 8
------------------------------------------------------------------------------------------------------------
Hour Total 0 37 15 0 1 0 0 1 5 0 0 0 0 0 0 59
------------------------------------------------------------------------------------------------------------
DAY TOTAL 73 4316 1392 17 86 46 32 35 204 2 2 10 1 0 0 6216
PERCENTS 1.2% 69.5% 22.4% 0.3% 1.4% 0.8% 0.6% 0.5% 3.2% 0.0% 0.0% 0.1% 0.0% 0.0% 0.0% 100%
Passenger Vehicles 93.0% Trucks & Buses 6.9%
AM Times 06:30 07:00 05:45 07:45 10:00 08:00 07:00 08:00 09:30 10:30 07:30 01:45 06:45 06:00
AM Peaks 14 409 139 5 9 7 4 5 21 1 1 1 1 570
PM Times 17:30 15:30 16:45 15:30 12:15 12:15 14:30 13:30 13:15 18:30 14:30 13:15 15:30
PM Peaks 9 303 90 3 12 6 8 7 14 1 1 2 421
===================================================================================================================
GRAND TOTAL 205 3883 241 70 647 5 25 0
12619 50 122 98 9 56 0 18030
PERCENTS 1.2% 70.0% 21.6% 0.3% 1.4% 0.7% 0.4% 0.5% 3.5% 0.0% 0.0% 0.3% 0.1% 0.0% 0.0% 100%
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 1
Tue 3/13/2012
Site Ref: Site M File: D0313016.prn
Site ID: 000000009388 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (SI) GPS: 36.94533 76.53757
Direction: SOUTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
00:15 0 3 1 0 0 0 0 0 0 0 0 0 0 0 0 4
00:30 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5
00:45 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1
01:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
------------------------------------------------------------------------------------------------------------
Hour Total 0 9 1 0 0 0 0 0 0 0 0 0 0 0 0 10
01:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
------------------------------------------------------------------------------------------------------------
Hour Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
------------------------------------------------------------------------------------------------------------
Hour Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1
03:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
------------------------------------------------------------------------------------------------------------
Hour Total 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1
04:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:30 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2
04:45 1 3 0 0 0 0 0 0 0 0 0 0 0 0 0 4
05:00 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
------------------------------------------------------------------------------------------------------------
Hour Total 1 3 3 0 0 0 0 0 0 0 0 0 0 0 0 7
05:15 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3
05:30 0 8 3 0 0 0 0 0 0 0 0 0 0 0 0 11
05:45 0 7 0 0 0 0 0 1 0 0 0 0 0 0 0 8
06:00 0 20 3 1 0 0 0 0 0 0 0 0 0 0 0 24
------------------------------------------------------------------------------------------------------------
Hour Total 0 38 6 1 0 0 0 1 0 0 0 0 0 0 0 46
06:15 1 23 8 0 0 0 0 0 0 0 0 0 0 0 0 32
06:30 0 24 10 0 0 0 0 0 0 0 0 0 0 0 0 34
06:45 0 20 3 0 0 0 0 0 0 0 0 0 0 0 0 23
07:00 0 19 5 0 0 0 0 0 0 0 0 0 0 0 0 24
------------------------------------------------------------------------------------------------------------
Hour Total 1 86 26 0 0 0 0 0 0 0 0 0 0 0 0 113
07:15 0 28 4 0 1 0 0 0 0 0 0 0 0 0 0 33
07:30 0 20 8 0 0 0 0 0 0 0 0 0 0 0 0 28
07:45 0 36 9 0 0 0 0 0 1 0 0 0 0 0 0 46
08:00 1 27 4 0 1 0 0 0 1 0 0 0 0 0 0 34
------------------------------------------------------------------------------------------------------------
Hour Total 1 111 25 0 2 0 0 0 2 0 0 0 0 0 0 141
08:15 1 27 6 1 0 0 0 0 1 0 0 0 0 0 0 36
08:30 0 29 8 0 0 0 0 0 2 0 0 0 0 0 0 39
08:45 0 30 9 0 0 0 0 0 2 0 0 0 0 0 0 41
09:00 0 15 6 0 3 0 0 0 0 0 0 0 0 0 0 24
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 2
Tue 3/13/2012
Site Ref: Site M File: D0313016.prn
Site ID: 000000009388 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (SI) GPS: 36.94533 76.53757
Direction: SOUTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------
Hour Total 1 101 29 1 3 0 0 0 5 0 0 0 0 0 0 140
09:15 1 18 6 0 1 0 0 0 1 0 0 0 0 0 0 27
09:30 0 7 10 0 0 0 0 0 1 0 0 0 0 0 0 18
09:45 0 10 2 1 0 0 0 0 0 0 0 0 0 0 0 13
10:00 1 14 9 0 1 1 0 0 2 0 0 0 0 0 0 28
------------------------------------------------------------------------------------------------------------
Hour Total 2 49 27 1 2 1 0 0 4 0 0 0 0 0 0 86
10:15 0 20 3 0 0 1 0 0 2 0 0 0 0 0 0 26
10:30 0 20 6 0 0 1 0 1 0 0 0 0 0 0 0 28
10:45 0 17 5 2 0 0 0 0 0 0 0 0 0 0 0 24
11:00 0 18 9 0 0 0 0 0 2 0 0 0 0 0 0 29
------------------------------------------------------------------------------------------------------------
Hour Total 0 75 23 2 0 2 0 1 4 0 0 0 0 0 0 107
11:15 0 17 9 0 0 1 0 0 2 0 0 0 0 0 0 29
11:30 0 20 2 0 0 0 0 0 0 0 0 0 0 0 0 22
11:45 0 33 7 0 1 0 0 0 1 0 0 0 0 0 0 42
12:00 0 16 5 0 0 0 0 0 0 0 0 0 0 0 0 21
------------------------------------------------------------------------------------------------------------
Hour Total 0 86 23 0 1 1 0 0 3 0 0 0 0 0 0 114
12:15 0 18 8 0 0 0 0 1 0 0 0 0 0 0 0 27
12:30 0 15 6 0 0 0 0 0 0 0 0 0 0 0 0 21
12:45 0 15 4 0 2 2 0 0 1 0 0 0 0 0 0 24
13:00 0 19 5 0 1 1 0 0 0 0 0 0 0 0 0 26
------------------------------------------------------------------------------------------------------------
Hour Total 0 67 23 0 3 3 0 1 1 0 0 0 0 0 0 98
13:15 0 18 4 0 1 1 0 0 1 0 0 0 0 0 0 25
13:30 0 19 6 0 0 0 0 0 3 0 0 0 0 0 0 28
13:45 1 22 5 0 0 0 0 0 1 0 0 0 0 0 0 29
14:00 0 18 10 0 0 0 0 0 1 0 0 0 0 0 0 29
------------------------------------------------------------------------------------------------------------
Hour Total 1 77 25 0 1 1 0 0 6 0 0 0 0 0 0 111
14:15 0 6 1 1 0 0 0 0 0 0 0 0 0 0 0 8
14:30 2 20 10 0 0 1 0 0 0 0 0 0 0 0 0 33
14:45 0 19 6 0 0 0 0 0 0 0 0 0 0 0 0 25
15:00 0 33 13 1 1 0 0 1 0 0 0 0 0 0 0 49
------------------------------------------------------------------------------------------------------------
Hour Total 2 78 30 2 1 1 0 1 0 0 0 0 0 0 0 115
15:15 1 25 12 0 0 0 0 2 0 0 0 0 0 0 0 40
15:30 1 11 11 0 0 1 0 0 0 0 0 0 0 0 0 24
15:45 0 82 25 0 0 1 0 0 1 0 0 0 0 0 0 109
16:00 0 48 14 1 0 0 0 0 0 0 0 0 0 0 0 63
------------------------------------------------------------------------------------------------------------
Hour Total 2 166 62 1 0 2 0 2 1 0 0 0 0 0 0 236
16:15 0 39 18 0 0 0 0 0 0 0 0 0 0 0 0 57
16:30 0 29 6 1 0 0 0 0 1 0 0 0 0 0 0 37
16:45 1 66 24 1 1 0 0 1 0 0 0 0 0 0 0 94
17:00 1 96 27 0 0 0 0 1 1 0 0 0 0 0 0 126
------------------------------------------------------------------------------------------------------------
Hour Total 2 230 75 2 1 0 0 2 2 0 0 0 0 0 0 314
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 3
Tue 3/13/2012
Site Ref: Site M File: D0313016.prn
Site ID: 000000009388 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (SI) GPS: 36.94533 76.53757
Direction: SOUTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
17:15 0 94 21 0 0 0 0 0 1 0 0 0 0 0 0 116
17:30 1 102 22 0 0 0 0 0 0 0 0 0 0 0 0 125
17:45 0 79 13 0 1 1 0 0 1 0 0 1 0 0 0 96
18:00 0 90 20 1 0 0 1 0 1 0 0 0 0 0 0 113
------------------------------------------------------------------------------------------------------------
Hour Total 1 365 76 1 1 1 1 0 3 0 0 1 0 0 0 450
18:15 3 58 22 1 0 0 0 0 2 0 0 0 1 0 0 87
18:30 2 53 11 0 1 0 0 0 0 0 0 0 0 0 0 67
18:45 1 42 11 1 0 0 0 0 2 0 0 0 0 0 0 57
19:00 0 27 9 1 0 0 0 0 1 0 0 0 0 0 0 38
------------------------------------------------------------------------------------------------------------
Hour Total 6 180 53 3 1 0 0 0 5 0 0 0 1 0 0 249
19:15 1 25 4 0 0 0 0 0 1 0 0 0 0 0 0 31
19:30 0 27 4 0 0 0 0 0 0 0 0 0 0 0 0 31
19:45 0 17 4 0 0 0 0 0 0 0 0 0 0 0 0 21
20:00 1 16 3 0 1 0 0 0 0 0 0 0 0 0 0 21
------------------------------------------------------------------------------------------------------------
Hour Total 2 85 15 0 1 0 0 0 1 0 0 0 0 0 0 104
20:15 0 19 8 1 0 0 0 0 0 0 0 0 0 0 0 28
20:30 1 19 5 0 0 0 0 0 0 0 0 0 0 0 0 25
20:45 0 17 3 0 0 0 0 1 0 0 0 0 0 0 0 21
21:00 0 14 3 0 0 0 0 0 0 0 0 0 0 0 0 17
------------------------------------------------------------------------------------------------------------
Hour Total 1 69 19 1 0 0 0 1 0 0 0 0 0 0 0 91
21:15 0 17 3 0 0 0 0 0 0 0 0 0 0 0 0 20
21:30 0 14 2 0 0 0 0 0 0 0 0 0 0 0 0 16
21:45 1 9 3 0 0 0 0 0 0 0 0 0 0 0 0 13
22:00 0 8 3 0 0 0 0 0 0 0 0 0 0 0 0 11
------------------------------------------------------------------------------------------------------------
Hour Total 1 48 11 0 0 0 0 0 0 0 0 0 0 0 0 60
22:15 0 8 2 0 0 0 0 0 0 0 0 0 0 0 0 10
22:30 0 2 1 0 0 0 0 0 1 0 0 0 0 0 0 4
22:45 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3
23:00 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1
------------------------------------------------------------------------------------------------------------
Hour Total 0 14 3 0 0 0 0 0 1 0 0 0 0 0 0 18
23:15 0 4 1 0 0 0 0 0 0 0 0 0 0 0 0 5
23:30 0 1 1 0 0 0 0 2 0 0 0 0 0 0 0 4
23:45 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1
24:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
------------------------------------------------------------------------------------------------------------
Hour Total 0 6 2 0 0 0 0 2 0 0 0 0 0 0 0 10
------------------------------------------------------------------------------------------------------------
DAY TOTAL 24 1943 557 16 17 12 1 11 38 0 0 1 1 0 0 2621
PERCENTS 1.0% 74.2% 21.3% 0.7% 0.6% 0.4% 0.0% 0.4% 1.4% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100%
Passenger Vehicles 96.2% Trucks & Buses 3.7%
AM Times 07:30 07:45 08:45 10:00 08:30 09:45 05:00 08:00 07:45
AM Peaks 2 119 31 2 4 3 1 6 155
PM Times 18:00 17:00 16:45 16:00 12:30 12:30 17:15 14:30 13:15 17:00 17:30 17:00
PM Peaks 6 371 94 3 4 4 1 3 6 1 1 463
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 4
Wed 3/14/2012
Site Ref: Site M File: D0313016.prn
Site ID: 000000009388 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (SI) GPS: 36.94533 76.53757
Direction: SOUTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
00:15 0 6 4 0 0 0 0 0 1 0 0 0 0 0 0 11
00:30 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2
00:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
------------------------------------------------------------------------------------------------------------
Hour Total 0 8 4 0 0 0 0 0 1 0 0 0 0 0 0 13
01:15 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
01:30 0 3 0 0 0 0 0 0 1 0 0 0 0 0 0 4
01:45 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1
02:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
------------------------------------------------------------------------------------------------------------
Hour Total 0 3 1 0 0 0 0 1 1 0 0 0 0 0 0 6
02:15 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1
02:30 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1
02:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1
------------------------------------------------------------------------------------------------------------
Hour Total 0 1 0 0 0 0 0 1 1 0 0 0 0 0 0 3
03:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1
03:45 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
04:00 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1
------------------------------------------------------------------------------------------------------------
Hour Total 0 1 1 0 0 0 0 1 0 0 0 0 0 0 0 3
04:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:00 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2
------------------------------------------------------------------------------------------------------------
Hour Total 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2
05:15 0 7 2 0 0 0 0 0 0 0 0 0 0 0 0 9
05:30 0 12 2 0 0 0 0 0 2 0 0 0 0 0 0 16
05:45 0 8 2 0 0 0 0 0 0 0 0 0 0 0 0 10
06:00 0 24 2 0 0 0 0 0 2 0 0 0 0 0 0 28
------------------------------------------------------------------------------------------------------------
Hour Total 0 51 8 0 0 0 0 0 4 0 0 0 0 0 0 63
06:15 0 16 4 0 0 0 0 0 0 0 0 0 0 0 0 20
06:30 0 19 12 0 1 0 0 0 0 0 0 0 0 0 0 32
06:45 1 24 4 0 0 0 0 0 0 0 0 0 0 0 0 29
07:00 2 24 4 0 1 0 0 0 0 0 0 0 0 0 0 31
------------------------------------------------------------------------------------------------------------
Hour Total 3 83 24 0 2 0 0 0 0 0 0 0 0 0 0 112
07:15 1 28 4 0 1 0 0 0 1 0 0 0 0 0 0 35
07:30 0 28 6 0 0 0 0 0 1 0 0 0 0 0 0 35
07:45 0 30 13 0 0 0 0 0 0 0 0 0 0 0 0 43
08:00 0 35 11 0 0 0 0 0 0 0 0 0 0 0 0 46
------------------------------------------------------------------------------------------------------------
Hour Total 1 121 34 0 1 0 0 0 2 0 0 0 0 0 0 159
08:15 1 28 11 0 0 1 0 0 0 0 0 0 0 0 0 41
08:30 0 30 6 0 0 0 0 0 0 0 0 0 0 0 0 36
08:45 0 20 9 0 0 1 0 0 1 0 0 0 0 0 0 31
09:00 0 13 6 1 0 0 0 0 0 0 0 0 0 0 0 20
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 5
Wed 3/14/2012
Site Ref: Site M File: D0313016.prn
Site ID: 000000009388 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (SI) GPS: 36.94533 76.53757
Direction: SOUTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------
Hour Total 1 91 32 1 0 2 0 0 1 0 0 0 0 0 0 128
09:15 0 15 10 0 0 0 0 1 1 0 0 0 0 0 0 27
09:30 0 13 6 0 0 0 0 0 0 0 0 0 0 0 0 19
09:45 0 24 4 0 0 0 0 0 0 0 0 0 0 0 0 28
10:00 0 16 2 0 0 0 0 0 2 0 0 0 0 0 0 20
------------------------------------------------------------------------------------------------------------
Hour Total 0 68 22 0 0 0 0 1 3 0 0 0 0 0 0 94
10:15 0 21 7 0 1 0 1 0 0 0 0 0 0 0 0 30
10:30 0 19 5 0 0 0 0 0 0 0 0 0 0 0 0 24
10:45 0 20 4 0 0 1 0 0 0 0 0 0 0 0 0 25
11:00 0 18 8 0 1 0 0 0 2 0 0 0 0 0 0 29
------------------------------------------------------------------------------------------------------------
Hour Total 0 78 24 0 2 1 1 0 2 0 0 0 0 0 0 108
11:15 1 25 8 0 0 1 0 1 2 0 0 0 0 0 0 38
11:30 0 16 5 0 1 0 0 0 1 0 0 0 0 0 0 23
11:45 0 6 3 0 0 0 0 0 0 0 0 0 0 0 0 9
12:00 1 29 4 0 0 1 0 0 2 0 0 0 0 0 0 37
------------------------------------------------------------------------------------------------------------
Hour Total 2 76 20 0 1 2 0 1 5 0 0 0 0 0 0 107
12:15 0 16 9 0 0 0 0 1 0 0 0 0 0 0 0 26
12:30 0 13 10 1 0 0 0 0 0 0 0 0 0 0 0 24
12:45 3 13 6 0 0 0 0 1 1 0 0 0 0 0 0 24
13:00 1 24 5 0 0 0 0 0 1 0 0 0 0 0 0 31
------------------------------------------------------------------------------------------------------------
Hour Total 4 66 30 1 0 0 0 2 2 0 0 0 0 0 0 105
13:15 1 17 6 0 0 0 0 0 0 0 0 0 0 0 0 24
13:30 3 7 6 1 0 1 0 1 0 0 0 0 0 0 0 19
13:45 0 17 5 1 0 0 0 1 0 0 0 0 0 0 0 24
14:00 1 19 7 1 0 0 0 0 2 0 0 0 0 0 0 30
------------------------------------------------------------------------------------------------------------
Hour Total 5 60 24 3 0 1 0 2 2 0 0 0 0 0 0 97
14:15 1 23 10 0 1 0 0 1 1 0 0 0 0 0 0 37
14:30 1 21 7 1 0 1 0 0 1 0 0 0 0 0 0 32
14:45 1 15 11 0 0 1 0 0 0 0 0 0 0 0 0 28
15:00 1 32 11 1 0 0 0 0 0 0 0 0 0 0 0 45
------------------------------------------------------------------------------------------------------------
Hour Total 4 91 39 2 1 2 0 1 2 0 0 0 0 0 0 142
15:15 2 49 10 0 0 0 0 0 0 0 0 0 0 0 0 61
15:30 3 42 14 2 0 1 0 2 0 0 0 0 2 0 0 66
15:45 2 69 29 1 0 1 0 0 0 0 0 0 0 0 0 102
16:00 2 65 16 0 0 0 0 0 0 0 0 0 2 0 0 85
------------------------------------------------------------------------------------------------------------
Hour Total 9 225 69 3 0 2 0 2 0 0 0 0 4 0 0 314
16:15 5 58 28 1 0 1 0 0 1 0 0 0 0 0 0 94
16:30 2 56 19 0 0 0 0 0 0 1 0 0 0 0 0 78
16:45 4 58 27 1 0 0 0 0 2 0 0 0 1 0 0 93
17:00 3 67 25 2 0 0 0 0 0 0 0 0 0 0 0 97
------------------------------------------------------------------------------------------------------------
Hour Total 14 239 99 4 0 1 0 0 3 1 0 0 1 0 0 362
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 6
Wed 3/14/2012
Site Ref: Site M File: D0313016.prn
Site ID: 000000009388 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (SI) GPS: 36.94533 76.53757
Direction: SOUTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
17:15 2 88 15 0 0 1 0 0 1 0 0 0 0 0 0 107
17:30 1 70 19 1 1 0 0 0 0 0 0 0 0 0 0 92
17:45 2 58 7 2 1 0 0 0 0 0 0 0 0 0 0 70
18:00 2 69 17 0 0 0 0 1 0 0 0 0 0 0 0 89
------------------------------------------------------------------------------------------------------------
Hour Total 7 285 58 3 2 1 0 1 1 0 0 0 0 0 0 358
18:15 1 33 5 0 0 0 0 0 1 0 0 0 0 0 0 40
18:30 1 31 14 0 0 0 0 0 0 0 0 0 0 0 0 46
18:45 0 26 8 1 0 0 0 0 0 0 0 0 0 0 0 35
19:00 0 13 11 0 0 0 0 0 0 0 0 0 0 0 0 24
------------------------------------------------------------------------------------------------------------
Hour Total 2 103 38 1 0 0 0 0 1 0 0 0 0 0 0 145
19:15 1 29 4 0 0 0 0 0 1 0 0 0 0 0 0 35
19:30 1 15 7 0 0 0 0 0 0 0 0 0 0 0 0 23
19:45 1 34 5 2 0 0 0 0 0 0 0 0 0 0 0 42
20:00 0 21 3 0 0 0 0 0 0 0 0 0 0 0 0 24
------------------------------------------------------------------------------------------------------------
Hour Total 3 99 19 2 0 0 0 0 1 0 0 0 0 0 0 124
20:15 0 13 5 0 0 0 0 0 0 0 0 0 0 0 0 18
20:30 0 22 3 1 0 0 0 0 0 0 0 0 0 0 0 26
20:45 0 27 9 1 0 0 0 0 0 0 0 0 0 0 0 37
21:00 1 23 6 0 0 0 0 0 0 0 0 0 0 0 0 30
------------------------------------------------------------------------------------------------------------
Hour Total 1 85 23 2 0 0 0 0 0 0 0 0 0 0 0 111
21:15 2 11 7 0 0 0 0 0 2 0 0 0 0 0 0 22
21:30 0 18 4 0 0 0 0 0 1 0 0 0 0 0 0 23
21:45 0 8 1 0 0 0 0 0 0 0 0 0 0 0 0 9
22:00 0 5 2 1 0 0 0 1 0 0 0 1 0 0 0 10
------------------------------------------------------------------------------------------------------------
Hour Total 2 42 14 1 0 0 0 1 3 0 0 1 0 0 0 64
22:15 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2
22:30 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 2
22:45 0 7 2 0 0 0 0 0 0 0 0 0 0 0 0 9
23:00 1 4 0 0 0 0 0 0 1 0 0 0 0 0 0 6
------------------------------------------------------------------------------------------------------------
Hour Total 1 14 3 0 0 0 0 0 1 0 0 0 0 0 0 19
23:15 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4
23:30 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 2
23:45 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
24:00 0 3 1 0 0 0 0 0 1 0 0 0 0 0 0 5
------------------------------------------------------------------------------------------------------------
Hour Total 0 8 3 0 0 0 0 0 1 0 0 0 0 0 0 12
------------------------------------------------------------------------------------------------------------
DAY TOTAL 59 1900 589 23 9 12 1 14 37 1 0 1 5 0 0 2651
PERCENTS 2.3% 71.7% 22.3% 0.9% 0.4% 0.5% 0.0% 0.5% 1.3% 0.0% 0.0% 0.0% 0.1% 0.0% 0.0% 100%
Passenger Vehicles 96.1% Trucks & Buses 3.8%
AM Times 06:30 07:45 07:30 08:15 06:30 08:00 09:30 01:45 10:45 07:45
AM Peaks 4 123 41 1 3 2 1 2 5 166
PM Times 16:15 17:15 16:15 17:00 17:00 15:30 13:30 13:45 15:45 21:15 15:15 16:45
PM Peaks 14 285 99 5 2 3 3 4 1 1 4 389
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 7
Thu 3/15/2012
Site Ref: Site M File: D0313016.prn
Site ID: 000000009388 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (SI) GPS: 36.94533 76.53757
Direction: SOUTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
00:15 0 9 4 0 0 0 0 0 0 0 0 0 0 0 0 13
00:30 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2
00:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:00 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2
------------------------------------------------------------------------------------------------------------
Hour Total 0 13 4 0 0 0 0 0 0 0 0 0 0 0 0 17
01:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:45 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1
02:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
------------------------------------------------------------------------------------------------------------
Hour Total 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1
02:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:30 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
02:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
------------------------------------------------------------------------------------------------------------
Hour Total 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 2
03:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:45 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1
04:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
------------------------------------------------------------------------------------------------------------
Hour Total 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1
04:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:30 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1
04:45 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 2
05:00 0 2 1 0 0 0 0 0 0 0 0 0 0 0 0 3
------------------------------------------------------------------------------------------------------------
Hour Total 0 4 2 0 0 0 0 0 0 0 0 0 0 0 0 6
05:15 0 5 4 0 0 0 0 0 1 0 0 0 0 0 0 10
05:30 0 11 3 0 1 0 0 0 0 0 0 0 0 0 0 15
05:45 0 13 3 0 0 0 0 0 0 0 0 0 0 0 0 16
06:00 0 21 4 0 0 0 0 0 0 0 0 0 0 0 0 25
------------------------------------------------------------------------------------------------------------
Hour Total 0 50 14 0 1 0 0 0 1 0 0 0 0 0 0 66
06:15 0 16 5 0 0 0 0 0 0 0 0 0 0 0 0 21
06:30 1 23 11 0 0 0 0 0 1 0 0 0 0 0 0 36
06:45 0 36 4 0 0 0 0 0 0 0 0 0 0 0 0 40
07:00 1 21 2 0 0 0 0 0 0 0 0 0 0 0 0 24
------------------------------------------------------------------------------------------------------------
Hour Total 2 96 22 0 0 0 0 0 1 0 0 0 0 0 0 121
07:15 3 28 7 0 0 0 0 1 0 0 0 0 0 0 0 39
07:30 0 29 5 0 0 0 0 0 0 0 0 0 0 0 0 34
07:45 0 31 11 0 0 1 0 0 1 0 0 0 0 0 0 44
08:00 0 29 14 0 0 0 0 0 1 0 0 0 0 0 0 44
------------------------------------------------------------------------------------------------------------
Hour Total 3 117 37 0 0 1 0 1 2 0 0 0 0 0 0 161
08:15 1 24 8 0 0 0 0 0 0 0 0 0 0 0 0 33
08:30 1 22 7 0 0 0 0 0 1 0 0 0 0 0 0 31
08:45 0 24 6 0 0 0 0 0 0 0 0 0 0 0 0 30
09:00 0 23 3 0 1 0 0 0 1 0 0 0 0 0 0 28
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 8
Thu 3/15/2012
Site Ref: Site M File: D0313016.prn
Site ID: 000000009388 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (SI) GPS: 36.94533 76.53757
Direction: SOUTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------
Hour Total 2 93 24 0 1 0 0 0 2 0 0 0 0 0 0 122
09:15 0 18 9 0 1 1 0 1 2 0 0 0 0 0 0 32
09:30 0 19 7 0 0 0 0 0 0 0 0 0 0 0 0 26
09:45 0 22 4 0 0 0 0 0 3 0 0 0 0 0 0 29
10:00 1 20 7 0 1 0 0 0 0 0 0 0 0 0 0 29
------------------------------------------------------------------------------------------------------------
Hour Total 1 79 27 0 2 1 0 1 5 0 0 0 0 0 0 116
10:15 0 14 3 0 0 0 0 0 1 0 0 0 0 0 0 18
10:30 0 19 5 0 0 0 0 0 1 0 0 0 0 0 0 25
10:45 0 9 1 0 1 0 0 0 1 0 0 0 0 0 0 12
11:00 0 23 13 0 2 3 1 0 3 0 0 0 0 0 0 45
------------------------------------------------------------------------------------------------------------
Hour Total 0 65 22 0 3 3 1 0 6 0 0 0 0 0 0 100
11:15 1 17 7 0 1 0 0 0 1 0 0 0 0 0 0 27
11:30 0 23 3 0 0 0 0 0 1 0 0 0 0 0 0 27
11:45 0 13 4 0 0 0 1 1 0 0 0 0 0 0 0 19
12:00 1 19 4 0 0 0 0 0 1 0 0 0 0 0 0 25
------------------------------------------------------------------------------------------------------------
Hour Total 2 72 18 0 1 0 1 1 3 0 0 0 0 0 0 98
12:15 0 16 7 2 0 0 0 0 1 0 0 0 0 0 0 26
12:30 1 23 5 0 0 1 0 0 1 0 0 0 0 0 0 31
12:45 0 23 10 1 1 0 0 0 0 0 0 0 0 0 0 35
13:00 0 19 3 1 0 0 0 0 0 0 0 0 0 0 0 23
------------------------------------------------------------------------------------------------------------
Hour Total 1 81 25 4 1 1 0 0 2 0 0 0 0 0 0 115
13:15 0 18 6 0 1 1 0 0 1 0 0 0 0 0 0 27
13:30 0 15 5 1 1 0 0 0 0 0 0 0 0 0 0 22
13:45 1 14 8 0 1 0 0 0 0 0 0 0 0 0 0 24
14:00 0 8 0 0 0 0 0 0 1 0 0 0 0 0 0 9
------------------------------------------------------------------------------------------------------------
Hour Total 1 55 19 1 3 1 0 0 2 0 0 0 0 0 0 82
14:15 2 30 12 0 2 1 0 0 0 0 0 0 0 0 0 47
14:30 2 18 14 0 2 1 0 0 0 0 0 0 0 0 0 37
14:45 3 21 2 2 0 1 0 0 1 0 0 0 0 0 0 30
15:00 0 31 10 0 0 0 0 0 0 0 0 0 0 0 0 41
------------------------------------------------------------------------------------------------------------
Hour Total 7 100 38 2 4 3 0 0 1 0 0 0 0 0 0 155
15:15 1 35 11 0 0 0 0 1 0 0 0 0 0 0 0 48
15:30 1 53 23 1 1 0 0 0 0 0 0 0 0 0 0 79
15:45 3 74 26 0 0 0 0 0 0 0 0 0 0 0 0 103
16:00 0 84 18 1 0 0 0 1 0 0 0 0 0 0 0 104
------------------------------------------------------------------------------------------------------------
Hour Total 5 246 78 2 1 0 0 2 0 0 0 0 0 0 0 334
16:15 0 70 18 0 1 1 0 1 1 0 0 0 0 0 0 92
16:30 2 65 25 2 0 0 0 0 1 0 0 0 0 0 0 95
16:45 0 74 24 1 0 0 0 0 2 0 0 0 0 0 0 101
17:00 2 54 17 0 1 0 0 1 2 0 0 0 0 0 0 77
------------------------------------------------------------------------------------------------------------
Hour Total 4 263 84 3 2 1 0 2 6 0 0 0 0 0 0 365
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 9
Thu 3/15/2012
Site Ref: Site M File: D0313016.prn
Site ID: 000000009388 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (SI) GPS: 36.94533 76.53757
Direction: SOUTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
17:15 1 53 21 0 0 0 0 0 1 0 0 1 0 0 0 77
17:30 0 77 18 0 0 0 0 0 0 0 0 0 0 0 0 95
17:45 0 63 19 1 1 0 0 0 0 0 0 0 0 0 0 84
18:00 1 51 16 1 0 1 0 0 0 0 0 1 0 0 0 71
------------------------------------------------------------------------------------------------------------
Hour Total 2 244 74 2 1 1 0 0 1 0 0 2 0 0 0 327
18:15 2 62 18 0 0 0 0 0 1 0 0 0 0 0 0 83
18:30 0 43 13 0 0 0 0 0 1 0 0 0 0 0 0 57
18:45 2 45 19 0 0 0 0 0 0 0 0 0 0 0 0 66
19:00 0 35 7 0 0 0 0 0 0 0 0 0 0 0 0 42
------------------------------------------------------------------------------------------------------------
Hour Total 4 185 57 0 0 0 0 0 2 0 0 0 0 0 0 248
19:15 0 35 11 0 0 0 0 0 1 0 0 0 0 0 0 47
19:30 0 28 3 0 0 0 0 0 0 0 0 0 0 0 0 31
19:45 0 16 4 0 0 0 0 0 1 0 0 0 0 0 0 21
20:00 0 18 3 1 0 0 0 0 1 0 0 0 0 0 0 23
------------------------------------------------------------------------------------------------------------
Hour Total 0 97 21 1 0 0 0 0 3 0 0 0 0 0 0 122
20:15 1 24 12 0 0 0 0 0 1 0 0 1 0 0 0 39
20:30 0 27 7 0 0 0 0 0 0 0 0 0 0 0 0 34
20:45 0 18 2 0 0 0 0 0 0 0 0 0 0 0 0 20
21:00 0 18 4 0 0 0 0 0 1 0 0 0 0 0 0 23
------------------------------------------------------------------------------------------------------------
Hour Total 1 87 25 0 0 0 0 0 2 0 0 1 0 0 0 116
21:15 1 11 6 0 0 0 0 0 0 0 0 0 0 0 0 18
21:30 0 20 1 0 1 0 0 0 0 0 0 0 0 0 0 22
21:45 0 1 1 0 0 0 0 0 1 0 0 0 0 0 0 3
22:00 0 9 3 0 0 0 0 0 0 0 0 0 0 0 0 12
------------------------------------------------------------------------------------------------------------
Hour Total 1 41 11 0 1 0 0 0 1 0 0 0 0 0 0 55
22:15 0 17 1 0 0 0 0 0 0 0 0 0 0 0 0 18
22:30 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2
22:45 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3
23:00 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0 3
------------------------------------------------------------------------------------------------------------
Hour Total 0 23 3 0 0 0 0 0 0 0 0 0 0 0 0 26
23:15 0 5 2 0 0 0 0 0 0 0 0 0 0 0 0 7
23:30 1 2 1 0 0 0 0 1 1 0 0 0 0 0 0 6
23:45 1 0 1 0 0 0 0 1 0 0 0 0 0 0 0 3
24:00 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2
------------------------------------------------------------------------------------------------------------
Hour Total 2 9 4 0 0 0 0 2 1 0 0 0 0 0 0 18
------------------------------------------------------------------------------------------------------------
DAY TOTAL 39 2020 610 15 21 12 2 10 42 0 0 3 0 0 0 2774
PERCENTS 1.5% 72.9% 22.0% 0.6% 0.7% 0.4% 0.0% 0.3% 1.5% 0.0% 0.0% 0.1% 0.0% 0.0% 0.0% 100%
Passenger Vehicles 96.2% Trucks & Buses 3.7%
AM Times 06:30 07:15 07:45 10:30 10:15 11:00 01:00 09:00 07:15
AM Peaks 5 117 40 4 3 2 1 6 161
PM Times 14:00 15:45 15:45 12:15 13:45 14:00 15:15 16:15 17:15 15:45
PM Peaks 7 293 87 4 5 3 2 6 2 394
===================================================================================================================
GRAND TOTAL 122 1756 47 4 117 0 6 0
5863 54 36 35 1 5 0 8046
PERCENTS 1.6% 72.9% 21.9% 0.7% 0.6% 0.5% 0.0% 0.4% 1.4% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100%
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 1
Tue 3/13/2012
Site Ref: Site M File: D0313015.prn
Site ID: 000000003806 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (SO) GPS: 36.94533 76.53757
Direction: SOUTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
00:15 0 52 13 0 0 0 0 0 2 0 0 0 0 0 0 67
00:30 1 18 8 0 0 0 0 0 0 0 0 0 0 0 0 27
00:45 0 10 5 0 0 0 0 0 1 0 0 0 0 0 0 16
01:00 0 14 3 0 0 0 0 0 2 0 0 0 0 0 0 19
------------------------------------------------------------------------------------------------------------
Hour Total 1 94 29 0 0 0 0 0 5 0 0 0 0 0 0 129
01:15 0 13 2 0 0 0 0 0 2 0 0 0 0 0 0 17
01:30 0 6 1 0 0 0 0 0 0 0 0 0 0 0 0 7
01:45 0 6 1 0 1 0 0 0 2 0 0 0 0 0 0 10
02:00 0 2 0 0 0 0 0 0 1 0 0 0 0 0 0 3
------------------------------------------------------------------------------------------------------------
Hour Total 0 27 4 0 1 0 0 0 5 0 0 0 0 0 0 37
02:15 0 10 1 0 0 0 0 0 0 0 0 0 0 0 0 11
02:30 0 2 2 0 0 0 0 0 1 0 0 0 0 0 0 5
02:45 0 7 1 0 0 0 0 0 1 0 0 0 0 0 0 9
03:00 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4
------------------------------------------------------------------------------------------------------------
Hour Total 0 23 4 0 0 0 0 0 2 0 0 0 0 0 0 29
03:15 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3
03:30 0 3 3 0 1 0 0 0 1 0 0 0 0 0 0 8
03:45 0 2 1 0 0 0 0 0 0 0 0 0 0 0 0 3
04:00 0 3 3 0 0 1 0 0 1 0 0 0 0 0 0 8
------------------------------------------------------------------------------------------------------------
Hour Total 0 11 7 0 1 1 0 0 2 0 0 0 0 0 0 22
04:15 0 3 0 0 0 0 0 0 1 0 0 0 0 0 0 4
04:30 0 18 3 0 0 0 0 0 3 0 0 0 0 0 0 24
04:45 0 8 9 0 2 0 0 0 2 0 0 0 0 0 0 21
05:00 0 22 6 0 0 0 0 0 2 0 0 0 0 0 0 30
------------------------------------------------------------------------------------------------------------
Hour Total 0 51 18 0 2 0 0 0 8 0 0 0 0 0 0 79
05:15 0 44 5 0 0 0 0 0 1 0 0 0 0 0 0 50
05:30 0 30 17 0 1 0 0 0 1 0 0 0 0 0 0 49
05:45 0 49 8 0 1 0 0 0 3 0 0 0 0 0 0 61
06:00 1 49 18 0 0 0 0 0 2 0 0 0 0 0 0 70
------------------------------------------------------------------------------------------------------------
Hour Total 1 172 48 0 2 0 0 0 7 0 0 0 0 0 0 230
06:15 0 68 18 0 1 1 0 0 2 0 0 0 0 0 0 90
06:30 0 64 12 0 2 1 0 1 3 0 0 0 0 0 0 83
06:45 0 81 13 1 1 0 0 0 1 0 0 0 0 0 0 97
07:00 1 90 12 1 1 0 0 0 2 0 0 0 0 0 0 107
------------------------------------------------------------------------------------------------------------
Hour Total 1 303 55 2 5 2 0 1 8 0 0 0 0 0 0 377
07:15 0 86 34 0 0 0 0 0 2 0 0 0 0 0 0 122
07:30 0 78 14 0 3 1 0 0 1 0 0 0 0 0 0 97
07:45 0 91 18 0 1 2 0 1 1 0 0 0 0 0 0 114
08:00 0 72 17 1 1 0 0 1 2 0 0 0 0 0 0 94
------------------------------------------------------------------------------------------------------------
Hour Total 0 327 83 1 5 3 0 2 6 0 0 0 0 0 0 427
08:15 0 92 28 2 2 1 0 1 0 0 0 0 0 0 0 126
08:30 0 61 20 0 1 3 1 1 2 0 0 0 0 0 0 89
08:45 0 83 19 0 0 0 0 1 6 0 0 0 0 0 0 109
09:00 0 46 19 0 1 1 0 0 1 0 0 0 0 0 0 68
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 9
Thu 3/15/2012
Site Ref: Site M File: D0313015.prn
Site ID: 000000003806 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (SO) GPS: 36.94533 76.53757
Direction: SOUTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
17:15 3 180 44 2 2 0 0 0 0 0 1 0 2 0 0 234
17:30 3 202 50 2 0 1 0 1 3 0 0 1 0 0 0 263
17:45 3 179 46 0 4 2 0 2 1 0 0 0 0 0 0 237
18:00 2 133 28 1 0 0 0 0 4 0 0 0 0 0 0 168
------------------------------------------------------------------------------------------------------------
Hour Total 11 694 168 5 6 3 0 3 8 0 1 1 2 0 0 902
18:15 1 144 42 0 2 0 0 0 4 0 0 0 0 0 0 193
18:30 5 121 31 0 1 0 0 0 2 1 2 0 0 0 0 163
18:45 0 128 31 0 2 0 0 0 2 0 0 0 0 0 0 163
19:00 2 100 31 0 1 0 0 0 1 0 0 0 0 0 0 135
------------------------------------------------------------------------------------------------------------
Hour Total 8 493 135 0 6 0 0 0 9 1 2 0 0 0 0 654
19:15 2 81 38 1 0 0 0 0 1 0 0 0 0 0 0 123
19:30 1 61 18 0 0 0 0 0 0 0 0 0 0 0 0 80
19:45 0 73 34 0 0 0 0 0 1 0 0 0 0 0 0 108
20:00 0 61 25 0 1 0 0 0 0 0 0 0 0 0 0 87
------------------------------------------------------------------------------------------------------------
Hour Total 3 276 115 1 1 0 0 0 2 0 0 0 0 0 0 398
20:15 0 69 25 0 1 0 0 0 0 0 0 0 0 0 0 95
20:30 0 58 16 0 1 0 0 0 2 0 0 0 0 0 0 77
20:45 0 51 29 0 1 0 0 0 1 0 0 0 0 0 0 82
21:00 0 52 15 0 1 0 0 0 0 0 0 0 0 0 0 68
------------------------------------------------------------------------------------------------------------
Hour Total 0 230 85 0 4 0 0 0 3 0 0 0 0 0 0 322
21:15 0 53 11 0 0 0 0 0 1 0 0 0 0 0 0 65
21:30 1 46 14 0 0 0 0 0 0 0 0 0 0 0 0 61
21:45 0 48 7 0 0 0 0 0 2 0 0 0 0 0 0 57
22:00 0 34 13 0 0 0 0 0 1 0 0 0 0 0 0 48
------------------------------------------------------------------------------------------------------------
Hour Total 1 181 45 0 0 0 0 0 4 0 0 0 0 0 0 231
22:15 0 52 5 0 0 0 0 0 0 0 0 0 0 0 0 57
22:30 0 27 7 0 0 1 0 0 0 0 0 0 0 0 0 35
22:45 0 29 6 0 0 0 0 0 0 0 0 0 0 0 0 35
23:00 0 23 4 0 0 0 0 0 1 0 0 0 0 0 0 28
------------------------------------------------------------------------------------------------------------
Hour Total 0 131 22 0 0 1 0 0 1 0 0 0 0 0 0 155
23:15 0 30 12 0 0 0 0 0 3 0 0 0 0 0 0 45
23:30 2 19 5 0 0 0 0 0 3 0 0 0 0 0 0 29
23:45 0 18 6 0 0 0 0 0 0 0 0 0 0 0 0 24
24:00 0 27 7 0 0 0 0 0 0 0 0 0 0 0 0 34
------------------------------------------------------------------------------------------------------------
Hour Total 2 94 30 0 0 0 0 0 6 0 0 0 0 0 0 132
------------------------------------------------------------------------------------------------------------
DAY TOTAL 99 6597 2218 30 124 72 19 28 196 5 4 2 11 0 0 9405
PERCENTS 1.1% 70.2% 23.6% 0.4% 1.4% 0.8% 0.2% 0.2% 2.0% 0.0% 0.0% 0.0% 0.1% 0.0% 0.0% 100%
Passenger Vehicles 94.7% Trucks & Buses 5.2%
AM Times 05:30 07:00 07:00 07:45 09:15 08:45 08:15 10:15 07:30 06:15 07:00 07:00
AM Peaks 9 328 123 3 18 9 7 5 20 1 1 485
PM Times 17:00 15:30 15:45 15:15 12:30 12:30 13:15 13:00 14:00 13:30 17:45 15:30 16:30 15:30
PM Peaks 14 849 296 7 11 15 5 4 18 2 2 1 4 1174
===================================================================================================================
GRAND TOTAL 216 6285 345 38 549 8 23 0
19177 82 179 86 9 7 0 27004
PERCENTS 0.8% 71.1% 23.3% 0.4% 1.3% 0.7% 0.1% 0.3% 2.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100%
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 2
Tue 3/13/2012
Site Ref: Site M File: D0313015.prn
Site ID: 000000003806 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (SO) GPS: 36.94533 76.53757
Direction: SOUTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------
Hour Total 0 282 86 2 4 5 1 3 9 0 0 0 0 0 0 392
09:15 0 50 14 0 3 1 0 1 12 0 0 0 0 0 0 81
09:30 0 47 16 0 3 0 0 0 1 0 0 0 0 0 0 67
09:45 0 46 16 0 3 0 0 1 1 0 0 0 0 0 0 67
10:00 0 49 12 0 2 0 0 1 5 0 1 0 0 0 0 70
------------------------------------------------------------------------------------------------------------
Hour Total 0 192 58 0 11 1 0 3 19 0 1 0 0 0 0 285
10:15 0 56 15 0 2 2 0 1 2 0 0 0 0 0 0 78
10:30 0 52 21 0 0 3 0 1 1 0 0 0 0 0 0 78
10:45 0 52 22 0 0 3 0 1 2 0 0 0 0 0 0 80
11:00 0 46 20 0 1 1 0 1 4 0 0 0 0 0 0 73
------------------------------------------------------------------------------------------------------------
Hour Total 0 206 78 0 3 9 0 4 9 0 0 0 0 0 0 309
11:15 0 62 15 0 1 0 0 0 3 0 0 0 0 0 0 81
11:30 0 43 14 0 1 0 0 1 1 0 0 0 0 0 0 60
11:45 0 67 31 0 5 1 0 1 11 0 0 0 0 0 0 116
12:00 1 68 35 0 2 2 0 1 4 0 0 0 0 0 0 113
------------------------------------------------------------------------------------------------------------
Hour Total 1 240 95 0 9 3 0 3 19 0 0 0 0 0 0 370
12:15 0 65 26 0 1 2 0 0 2 0 0 0 0 0 0 96
12:30 1 74 23 0 1 1 0 2 6 0 0 0 0 0 0 108
12:45 0 72 29 0 3 1 0 1 0 0 0 0 0 0 0 106
13:00 0 74 19 0 3 1 0 1 1 0 0 0 0 0 0 99
------------------------------------------------------------------------------------------------------------
Hour Total 1 285 97 0 8 5 0 4 9 0 0 0 0 0 0 409
13:15 1 57 32 0 2 0 0 0 3 0 0 0 0 0 0 95
13:30 0 60 19 0 2 1 0 1 3 0 0 0 0 0 0 86
13:45 1 90 22 0 3 1 0 1 3 0 0 0 0 0 0 121
14:00 1 70 23 0 0 0 0 3 2 0 0 0 0 0 0 99
------------------------------------------------------------------------------------------------------------
Hour Total 3 277 96 0 7 2 0 5 11 0 0 0 0 0 0 401
14:15 0 91 28 0 1 0 0 0 4 0 0 0 0 0 0 124
14:30 1 112 24 0 2 0 0 1 3 0 0 0 0 0 0 143
14:45 1 93 27 0 4 0 0 1 2 0 0 0 0 0 0 128
15:00 0 110 40 1 1 2 0 0 1 0 0 0 0 0 0 155
------------------------------------------------------------------------------------------------------------
Hour Total 2 406 119 1 8 2 0 2 10 0 0 0 0 0 0 550
15:15 1 135 57 1 1 0 0 0 2 0 0 0 0 0 0 197
15:30 0 68 23 1 0 2 0 0 1 0 0 0 0 0 0 95
15:45 1 219 72 0 2 1 0 0 0 1 0 0 1 0 0 297
16:00 2 142 48 1 2 2 0 0 2 0 0 0 0 0 0 199
------------------------------------------------------------------------------------------------------------
Hour Total 4 564 200 3 5 5 0 0 5 1 0 0 1 0 0 788
16:15 0 120 43 1 2 0 0 1 3 0 0 0 1 0 0 171
16:30 0 136 45 0 1 0 0 0 0 0 1 1 0 0 0 184
16:45 0 218 62 3 2 0 0 0 5 0 0 0 1 0 0 291
17:00 0 227 59 0 0 0 0 0 4 0 0 0 0 0 0 290
------------------------------------------------------------------------------------------------------------
Hour Total 0 701 209 4 5 0 0 1 12 0 1 1 2 0 0 936
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 3
Tue 3/13/2012
Site Ref: Site M File: D0313015.prn
Site ID: 000000003806 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (SO) GPS: 36.94533 76.53757
Direction: SOUTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
17:15 0 230 52 0 0 0 0 1 0 0 0 1 1 0 0 285
17:30 0 203 56 0 0 0 0 0 1 0 0 0 0 0 0 260
17:45 0 192 38 0 1 0 0 0 0 0 0 0 0 0 0 231
18:00 0 174 40 0 2 0 0 1 3 0 0 0 2 0 0 222
------------------------------------------------------------------------------------------------------------
Hour Total 0 799 186 0 3 0 0 2 4 0 0 1 3 0 0 998
18:15 2 138 30 0 0 0 0 0 1 0 0 0 0 0 0 171
18:30 1 109 32 0 0 0 0 1 3 0 0 0 0 0 0 146
18:45 0 105 38 0 1 0 0 0 1 0 0 0 0 0 0 145
19:00 3 74 28 0 1 0 0 0 1 0 0 0 0 0 0 107
------------------------------------------------------------------------------------------------------------
Hour Total 6 426 128 0 2 0 0 1 6 0 0 0 0 0 0 569
19:15 0 59 26 0 3 0 0 0 1 0 0 0 0 0 0 89
19:30 3 68 21 0 0 0 0 0 2 0 0 0 0 0 0 94
19:45 0 66 21 0 1 1 0 0 0 0 0 0 0 0 0 89
20:00 0 50 20 0 0 0 0 0 1 0 0 0 0 0 0 71
------------------------------------------------------------------------------------------------------------
Hour Total 3 243 88 0 4 1 0 0 4 0 0 0 0 0 0 343
20:15 0 48 22 0 3 0 0 0 0 0 0 0 0 0 0 73
20:30 0 58 18 0 1 0 0 0 0 0 0 0 0 0 0 77
20:45 1 39 17 0 0 0 0 0 2 0 0 0 0 0 0 59
21:00 0 51 15 0 0 0 0 0 1 0 0 0 0 0 0 67
------------------------------------------------------------------------------------------------------------
Hour Total 1 196 72 0 4 0 0 0 3 0 0 0 0 0 0 276
21:15 1 53 15 0 0 0 0 0 1 0 0 0 0 0 0 70
21:30 0 52 16 0 0 0 0 0 0 0 0 0 0 0 0 68
21:45 3 41 14 0 0 0 0 0 1 0 0 0 0 0 0 59
22:00 0 34 6 0 0 1 0 0 0 0 0 0 0 0 0 41
------------------------------------------------------------------------------------------------------------
Hour Total 4 180 51 0 0 1 0 0 2 0 0 0 0 0 0 238
22:15 0 28 7 0 0 1 0 0 1 0 0 0 0 0 0 37
22:30 0 23 9 0 0 0 0 0 0 0 0 0 0 0 0 32
22:45 0 31 6 0 0 0 0 0 0 0 0 0 0 0 0 37
23:00 0 18 3 0 0 0 0 0 0 0 0 0 0 0 0 21
------------------------------------------------------------------------------------------------------------
Hour Total 0 100 25 0 0 1 0 0 1 0 0 0 0 0 0 127
23:15 0 28 15 0 0 1 0 0 0 0 0 0 0 0 0 44
23:30 1 12 6 0 0 1 0 0 2 0 0 0 0 0 0 22
23:45 0 11 3 0 0 0 0 0 0 0 0 0 0 0 0 14
24:00 0 22 9 0 0 0 0 0 0 0 0 0 0 0 0 31
------------------------------------------------------------------------------------------------------------
Hour Total 1 73 33 0 0 2 0 0 2 0 0 0 0 0 0 111
------------------------------------------------------------------------------------------------------------
DAY TOTAL 29 6178 1869 13 89 43 1 31 168 1 2 2 6 0 0 8432
PERCENTS 0.4% 73.3% 22.2% 0.2% 1.1% 0.6% 0.0% 0.3% 1.9% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100%
Passenger Vehicles 95.7% Trucks & Buses 4.2%
AM Times 00:45 07:00 11:15 07:30 09:15 10:15 07:45 07:45 08:30 09:15 07:00
AM Peaks 1 345 95 3 11 9 1 4 21 1 440
PM Times 18:15 16:45 16:45 16:00 12:45 12:15 13:15 13:30 15:00 15:45 16:30 17:15 16:45
PM Peaks 6 878 229 5 10 5 5 12 1 1 2 3 1126
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 4
Wed 3/14/2012
Site Ref: Site M File: D0313015.prn
Site ID: 000000003806 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (SO) GPS: 36.94533 76.53757
Direction: SOUTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
00:15 0 55 15 0 0 0 0 0 0 0 0 0 0 0 0 70
00:30 0 19 7 0 0 0 0 0 2 0 0 0 0 0 0 28
00:45 0 12 5 0 0 0 0 0 0 0 0 0 0 0 0 17
01:00 1 11 3 0 0 0 0 0 0 0 0 0 0 0 0 15
------------------------------------------------------------------------------------------------------------
Hour Total 1 97 30 0 0 0 0 0 2 0 0 0 0 0 0 130
01:15 0 13 5 0 0 0 0 0 0 0 0 0 0 0 0 18
01:30 0 4 4 0 0 0 0 0 0 0 0 0 0 0 0 8
01:45 0 7 1 0 1 0 0 0 0 0 0 0 0 0 0 9
02:00 0 6 3 0 0 0 0 0 0 0 0 0 0 0 0 9
------------------------------------------------------------------------------------------------------------
Hour Total 0 30 13 0 1 0 0 0 0 0 0 0 0 0 0 44
02:15 0 9 4 0 0 0 0 0 0 0 0 0 0 0 0 13
02:30 1 2 1 0 1 1 0 0 0 0 0 0 0 0 0 6
02:45 0 1 1 0 0 0 0 0 2 0 0 0 0 0 0 4
03:00 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4
------------------------------------------------------------------------------------------------------------
Hour Total 1 16 6 0 1 1 0 0 2 0 0 0 0 0 0 27
03:15 0 5 1 0 0 0 0 0 1 0 0 0 0 0 0 7
03:30 0 4 2 0 0 0 0 0 0 0 0 0 0 0 0 6
03:45 0 1 2 0 0 0 0 0 1 0 0 0 0 0 0 4
04:00 0 6 2 0 0 0 0 0 2 0 0 0 0 0 0 10
------------------------------------------------------------------------------------------------------------
Hour Total 0 16 7 0 0 0 0 0 4 0 0 0 0 0 0 27
04:15 0 9 1 0 0 0 0 0 1 0 0 0 0 0 0 11
04:30 0 11 2 0 0 0 0 0 2 0 0 0 0 0 0 15
04:45 0 11 6 0 2 0 0 0 1 0 0 0 0 0 0 20
05:00 2 25 10 0 1 0 0 0 0 0 0 0 0 0 0 38
------------------------------------------------------------------------------------------------------------
Hour Total 2 56 19 0 3 0 0 0 4 0 0 0 0 0 0 84
05:15 0 30 7 0 0 0 0 0 0 0 0 0 0 0 0 37
05:30 1 43 13 0 2 0 0 0 0 0 0 0 0 0 0 59
05:45 1 41 14 0 0 0 0 0 1 0 0 0 0 0 0 57
06:00 2 50 18 0 1 0 0 0 2 0 0 0 0 0 0 73
------------------------------------------------------------------------------------------------------------
Hour Total 4 164 52 0 3 0 0 0 3 0 0 0 0 0 0 226
06:15 0 60 16 0 2 1 0 2 0 0 0 0 0 0 0 81
06:30 1 79 32 0 1 0 0 0 3 0 0 0 0 0 0 116
06:45 0 63 15 1 1 0 0 0 2 0 0 0 0 0 0 82
07:00 1 74 13 1 0 1 0 0 1 0 0 0 0 0 0 91
------------------------------------------------------------------------------------------------------------
Hour Total 2 276 76 2 4 2 0 2 6 0 0 0 0 0 0 370
07:15 1 77 35 0 1 1 1 0 2 0 0 0 0 0 0 118
07:30 1 67 23 0 2 0 0 1 2 0 0 0 0 0 0 96
07:45 0 78 24 0 2 3 0 1 6 0 1 0 0 0 0 115
08:00 0 59 25 1 1 2 1 0 1 0 0 0 0 0 0 90
------------------------------------------------------------------------------------------------------------
Hour Total 2 281 107 1 6 6 2 2 11 0 1 0 0 0 0 419
08:15 1 75 34 1 4 2 0 0 7 0 0 0 0 0 0 124
08:30 1 66 25 1 2 2 0 1 3 0 0 0 0 0 0 101
08:45 0 63 17 0 1 2 0 0 4 0 0 0 0 0 0 87
09:00 0 45 25 0 2 2 0 1 5 0 0 0 0 0 0 80
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 5
Wed 3/14/2012
Site Ref: Site M File: D0313015.prn
Site ID: 000000003806 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (SO) GPS: 36.94533 76.53757
Direction: SOUTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------
Hour Total 2 249 101 2 9 8 0 2 19 0 0 0 0 0 0 392
09:15 0 64 26 1 4 2 0 0 7 0 0 0 0 0 0 104
09:30 0 55 22 1 2 0 1 0 2 0 0 0 0 0 0 83
09:45 1 44 28 1 2 0 1 2 4 0 0 0 0 0 0 83
10:00 0 47 20 1 0 0 0 0 4 1 0 0 0 0 0 73
------------------------------------------------------------------------------------------------------------
Hour Total 1 210 96 4 8 2 2 2 17 1 0 0 0 0 0 343
10:15 0 56 26 0 5 1 1 1 4 0 0 0 0 0 0 94
10:30 1 48 31 1 4 1 1 1 2 0 0 0 0 0 0 90
10:45 0 53 24 1 6 3 0 2 4 0 0 0 0 0 0 93
11:00 0 41 25 0 5 2 0 1 2 0 0 0 0 0 0 76
------------------------------------------------------------------------------------------------------------
Hour Total 1 198 106 2 20 7 2 5 12 0 0 0 0 0 0 353
11:15 0 75 22 0 2 0 0 0 0 0 0 0 1 0 0 100
11:30 2 72 29 0 6 1 1 0 5 0 0 0 0 0 0 116
11:45 0 31 8 0 1 1 0 0 3 0 0 0 0 0 0 44
12:00 0 93 38 5 4 1 1 0 8 0 0 1 0 0 0 151
------------------------------------------------------------------------------------------------------------
Hour Total 2 271 97 5 13 3 2 0 16 0 0 1 1 0 0 411
12:15 0 81 24 1 3 3 0 0 1 0 0 0 0 0 0 113
12:30 0 71 33 3 3 3 1 0 4 0 0 0 0 0 0 118
12:45 0 63 29 0 5 2 1 0 0 0 0 0 0 0 0 100
13:00 0 89 21 0 0 1 0 0 2 0 0 0 0 0 0 113
------------------------------------------------------------------------------------------------------------
Hour Total 0 304 107 4 11 9 2 0 7 0 0 0 0 0 0 444
13:15 0 66 31 0 0 1 1 1 1 0 0 0 0 0 0 101
13:30 3 68 29 0 4 3 1 1 3 1 0 0 0 0 0 113
13:45 1 86 26 0 0 1 0 1 1 0 0 0 0 0 0 116
14:00 2 74 37 0 3 0 1 0 6 0 0 0 0 0 0 123
------------------------------------------------------------------------------------------------------------
Hour Total 6 294 123 0 7 5 3 3 11 1 0 0 0 0 0 453
14:15 0 109 29 0 1 2 0 0 2 0 0 0 0 0 0 143
14:30 1 88 33 0 2 1 2 0 4 0 0 0 0 0 0 131
14:45 4 102 40 0 3 3 0 0 5 0 0 0 0 0 0 157
15:00 3 106 46 0 6 1 0 2 4 0 0 0 1 0 0 169
------------------------------------------------------------------------------------------------------------
Hour Total 8 405 148 0 12 7 2 2 15 0 0 0 1 0 0 600
15:15 4 142 62 1 4 4 1 0 2 0 0 0 0 0 0 220
15:30 2 159 63 1 3 2 0 1 6 0 1 0 0 0 0 238
15:45 5 228 85 0 1 0 0 0 4 0 0 1 0 0 0 324
16:00 2 201 78 4 4 0 1 0 3 0 0 1 0 0 0 294
------------------------------------------------------------------------------------------------------------
Hour Total 13 730 288 6 12 6 2 1 15 0 1 2 0 0 0 1076
16:15 5 191 66 0 0 2 0 1 5 0 0 0 1 0 0 271
16:30 3 152 57 5 4 2 0 2 3 0 0 0 0 0 0 228
16:45 1 197 53 2 5 0 1 0 0 0 0 0 0 0 0 259
17:00 2 183 56 2 4 2 0 1 3 0 0 0 0 0 0 253
------------------------------------------------------------------------------------------------------------
Hour Total 11 723 232 9 13 6 1 4 11 0 0 0 1 0 0 1011
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 6
Wed 3/14/2012
Site Ref: Site M File: D0313015.prn
Site ID: 000000003806 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (SO) GPS: 36.94533 76.53757
Direction: SOUTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
17:15 1 198 64 0 1 0 0 0 1 0 0 0 0 0 0 265
17:30 2 161 54 0 1 0 0 0 1 0 0 0 0 0 0 219
17:45 1 147 68 4 1 0 0 0 4 0 0 0 0 0 0 225
18:00 3 162 33 0 0 0 0 1 1 0 0 0 0 0 0 200
------------------------------------------------------------------------------------------------------------
Hour Total 7 668 219 4 3 0 0 1 7 0 0 0 0 0 0 909
18:15 3 125 44 0 0 1 0 0 3 0 0 0 0 0 0 176
18:30 5 120 27 0 0 0 0 0 1 0 0 0 1 0 0 154
18:45 1 115 26 0 0 0 0 1 2 0 0 0 0 0 0 145
19:00 3 67 25 0 0 0 0 0 1 0 0 0 0 0 0 96
------------------------------------------------------------------------------------------------------------
Hour Total 12 427 122 0 0 1 0 1 7 0 0 0 1 0 0 571
19:15 2 82 25 0 1 0 0 0 2 0 0 0 0 0 0 112
19:30 2 77 28 0 0 0 0 1 2 0 0 0 0 0 0 110
19:45 0 73 13 0 2 1 0 0 1 0 0 0 0 0 0 90
20:00 3 66 18 0 1 0 0 0 2 0 0 0 1 0 0 91
------------------------------------------------------------------------------------------------------------
Hour Total 7 298 84 0 4 1 0 1 7 0 0 0 1 0 0 403
20:15 0 84 22 0 0 0 0 0 2 0 0 0 0 0 0 108
20:30 2 54 21 0 0 0 0 0 0 0 0 0 0 0 0 77
20:45 0 72 18 0 0 0 0 0 0 0 0 0 0 0 0 90
21:00 0 65 15 0 0 0 0 0 1 0 0 0 0 0 0 81
------------------------------------------------------------------------------------------------------------
Hour Total 2 275 76 0 0 0 0 0 3 0 0 0 0 0 0 356
21:15 0 71 12 0 0 0 0 0 2 0 0 0 0 0 0 85
21:30 0 56 9 0 0 0 0 0 1 0 0 0 0 0 0 66
21:45 0 51 9 0 0 0 0 0 0 1 0 0 0 0 0 61
22:00 1 32 10 0 1 0 0 0 0 0 0 0 1 0 0 45
------------------------------------------------------------------------------------------------------------
Hour Total 1 210 40 0 1 0 0 0 3 1 0 0 1 0 0 257
22:15 1 30 7 0 1 0 0 0 0 0 0 0 0 0 0 39
22:30 0 24 4 0 0 0 0 0 1 0 0 0 0 0 0 29
22:45 0 30 5 0 0 0 0 1 1 0 0 0 0 0 0 37
23:00 0 27 3 0 0 0 0 0 0 0 0 0 0 0 0 30
------------------------------------------------------------------------------------------------------------
Hour Total 1 111 19 0 1 0 0 1 2 0 0 0 0 0 0 135
23:15 1 31 13 0 0 0 0 0 1 0 0 0 0 0 0 46
23:30 1 17 7 0 0 0 0 0 0 0 0 0 0 0 0 25
23:45 0 18 3 0 0 0 0 0 0 0 0 0 0 0 0 21
24:00 0 27 7 0 0 0 0 0 0 0 0 0 0 0 0 34
------------------------------------------------------------------------------------------------------------
Hour Total 2 93 30 0 0 0 0 0 1 0 0 0 0 0 0 126
------------------------------------------------------------------------------------------------------------
DAY TOTAL 88 6402 2198 39 132 64 18 27 185 3 2 3 6 0 0 9167
PERCENTS 1.0% 69.9% 24.0% 0.5% 1.5% 0.7% 0.2% 0.2% 2.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100%
Passenger Vehicles 94.7% Trucks & Buses 5.2%
AM Times 05:00 07:00 07:45 11:15 10:15 07:45 09:30 10:15 08:15 09:15 07:00 11:15 10:30 07:45
AM Peaks 4 296 108 5 20 9 3 5 19 1 1 1 1 430
PM Times 15:45 15:30 15:30 16:00 14:45 14:45 12:30 16:15 15:30 12:45 14:45 15:15 14:15 15:30
PM Peaks 15 779 292 11 16 10 3 4 18 1 1 2 1 1127
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 7
Thu 3/15/2012
Site Ref: Site M File: D0313015.prn
Site ID: 000000003806 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (SO) GPS: 36.94533 76.53757
Direction: SOUTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
00:15 0 52 18 0 0 0 0 0 0 0 0 0 0 0 0 70
00:30 0 21 5 0 0 0 0 0 0 0 0 0 0 0 0 26
00:45 0 6 5 0 0 0 0 0 3 0 0 0 0 0 0 14
01:00 0 10 5 0 0 0 0 0 1 0 0 0 0 0 0 16
------------------------------------------------------------------------------------------------------------
Hour Total 0 89 33 0 0 0 0 0 4 0 0 0 0 0 0 126
01:15 0 15 1 0 0 0 0 0 3 0 0 0 0 0 0 19
01:30 0 10 2 0 1 0 0 0 0 0 0 0 0 0 0 13
01:45 0 9 1 0 0 0 0 0 0 0 0 0 0 0 0 10
02:00 0 8 1 0 0 0 0 0 0 0 0 0 0 0 0 9
------------------------------------------------------------------------------------------------------------
Hour Total 0 42 5 0 1 0 0 0 3 0 0 0 0 0 0 51
02:15 1 6 1 0 0 1 0 0 1 0 0 0 0 0 0 10
02:30 1 4 4 0 0 0 0 0 2 0 0 0 0 0 0 11
02:45 0 7 1 0 0 0 0 0 0 0 0 0 0 0 0 8
03:00 0 3 2 0 0 0 0 0 1 0 0 0 0 0 0 6
------------------------------------------------------------------------------------------------------------
Hour Total 2 20 8 0 0 1 0 0 4 0 0 0 0 0 0 35
03:15 0 4 0 0 0 0 0 0 1 0 0 0 0 0 0 5
03:30 0 6 1 0 1 0 0 0 2 0 0 0 0 0 0 10
03:45 0 1 3 0 0 0 0 0 3 0 0 0 0 0 0 7
04:00 0 7 3 0 0 0 0 0 1 0 0 0 0 0 0 11
------------------------------------------------------------------------------------------------------------
Hour Total 0 18 7 0 1 0 0 0 7 0 0 0 0 0 0 33
04:15 1 14 2 0 0 0 0 0 1 0 0 0 0 0 0 18
04:30 0 10 3 0 1 0 0 0 0 0 0 0 0 0 0 14
04:45 0 11 7 0 2 0 0 0 1 0 0 0 0 0 0 21
05:00 1 20 4 0 0 0 0 0 2 0 0 0 0 0 0 27
------------------------------------------------------------------------------------------------------------
Hour Total 2 55 16 0 3 0 0 0 4 0 0 0 0 0 0 80
05:15 0 39 12 0 0 0 0 0 4 0 0 0 0 0 0 55
05:30 1 43 16 0 0 0 0 0 0 0 0 0 0 0 0 60
05:45 3 42 18 0 0 0 0 0 0 0 0 0 0 0 0 63
06:00 2 60 19 0 1 0 0 0 1 0 0 0 0 0 0 83
------------------------------------------------------------------------------------------------------------
Hour Total 6 184 65 0 1 0 0 0 5 0 0 0 0 0 0 261
06:15 3 73 15 0 2 0 0 0 2 0 0 0 0 0 0 95
06:30 1 62 18 0 2 0 0 0 3 0 0 0 0 0 0 86
06:45 0 73 17 1 1 2 0 2 1 0 0 0 0 0 0 97
07:00 2 80 30 1 0 0 0 0 2 1 0 0 0 0 0 116
------------------------------------------------------------------------------------------------------------
Hour Total 6 288 80 2 5 2 0 2 8 1 0 0 0 0 0 394
07:15 3 86 37 0 0 0 0 0 3 0 0 0 0 0 0 129
07:30 1 83 26 0 0 3 0 0 5 0 0 0 0 0 0 118
07:45 1 79 30 0 0 4 0 1 6 0 0 0 1 0 0 122
08:00 0 76 18 1 1 0 0 1 5 0 0 0 0 0 0 102
------------------------------------------------------------------------------------------------------------
Hour Total 5 324 111 1 1 7 0 2 19 0 0 0 1 0 0 471
08:15 1 70 25 1 3 0 1 1 4 0 0 0 0 0 0 106
08:30 0 68 26 1 8 1 3 0 4 0 0 0 0 0 0 111
08:45 0 72 28 0 2 0 1 0 7 0 0 0 0 0 0 110
09:00 1 63 19 0 1 2 2 0 1 0 0 0 0 0 0 89
Malone & Associates Inc.
CLASSIFICATION SUMMARY Page: 8
Thu 3/15/2012
Site Ref: Site M File: D0313015.prn
Site ID: 000000003806 Info: 12-040 TO/RS Max
Loc: Carrollton blvd., n/o Benn's Church (SO) GPS: 36.94533 76.53757
Direction: SOUTH
Lane: 1
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total
------------------------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------------------------
Hour Total 2 273 98 2 14 3 7 1 16 0 0 0 0 0 0 416
09:15 0 60 33 0 4 3 0 0 2 0 0 0 0 0 0 102
09:30 1 51 29 0 3 4 0 1 5 0 0 0 0 0 0 94
09:45 0 51 22 1 8 0 0 1 5 0 0 0 1 0 0 89
10:00 0 57 20 1 3 0 1 0 4 0 0 0 0 0 0 86
------------------------------------------------------------------------------------------------------------
Hour Total 1 219 104 2 18 7 1 2 16 0 0 0 1 0 0 371
10:15 0 43 23 1 3 0 0 0 3 0 0 0 0 0 0 73
10:30 1 50 28 0 2 1 0 2 5 0 0 0 0 0 0 89
10:45 0 35 13 0 1 1 0 1 2 0 0 0 0 0 0 53
11:00 0 83 38 0 3 2 2 2 3 0 0 0 1 0 0 134
------------------------------------------------------------------------------------------------------------
Hour Total 1 211 102 1 9 4 2 5 13 0 0 0 1 0 0 349
11:15 1 51 27 0 2 2 0 0 3 0 0 0 0 0 0 86
11:30 2 64 17 0 3 0 0 0 4 1 0 0 0 0 0 91
11:45 1 72 20 0 2 0 0 1 3 0 0 0 0 0 0 99
12:00 0 66 29 0 4 2 1 0 2 0 0 0 0 0 0 104
------------------------------------------------------------------------------------------------------------
Hour Total 4 253 93 0 11 4 1 1 12 1 0 0 0 0 0 380
12:15 2 77 34 1 3 0 0 0 2 0 0 0 0 0 0 119
12:30 2 75 31 1 3 7 1 0 4 0 0 0 0 0 0 124
12:45 3 76 30 0 3 4 0 0 0 0 0 0 0 0 0 116
13:00 2 86 30 1 1 1 0 1 4 0 0 0 0 0 0 126
------------------------------------------------------------------------------------------------------------
Hour Total 9 314 125 3 10 12 1 1 10 0 0 0 0 0 0 485
13:15 1 72 31 0 4 3 2 0 2 0 0 0 0 0 0 115
13:30 0 60 20 0 1 2 1 2 4 1 0 0 0 0 0 91
13:45 0 85 31 0 3 4 0 1 1 0 0 0 0 0 0 125
14:00 2 49 23 0 2 0 2 0 2 0 0 0 0 0 0 80
------------------------------------------------------------------------------------------------------------
Hour Total 3 266 105 0 10 9 5 3 9 1 0 0 0 0 0 411
14:15 2 101 39 0 1 4 0 1 6 1 0 0 1 0 0 156
14:30 1 111 42 0 2 2 0 2 7 0 0 0 0 0 0 167
14:45 3 102 48 0 0 3 0 1 3 0 0 0 0 0 0 160
15:00 2 113 40 0 4 3 0 0 1 0 0 0 1 0 0 164
------------------------------------------------------------------------------------------------------------
Hour Total 8 427 169 0 7 12 0 4 17 1 0 0 2 0 0 647
15:15 3 142 56 2 2 2 0 1 2 0 0 0 1 0 0 211
15:30 5 188 47 2 2 2 1 0 2 0 0 0 0 0 0 249
15:45 3 234 76 2 1 0 0 0 2 0 0 0 0 0 0 318
16:00 1 229 86 1 2 1 0 2 3 0 0 0 1 0 0 326
------------------------------------------------------------------------------------------------------------
Hour Total 12 793 265 7 7 5 1 3 9 0 0 0 2 0 0 1104
16:15 3 198 71 2 2 1 0 1 1 0 1 1 0 0 0 281
16:30 3 156 63 1 0 1 0 0 1 0 0 0 0 0 0 225
16:45 2 177 47 1 2 0 1 0 2 0 0 0 2 0 0 234
17:00 5 191 51 2 5 0 0 0 3 0 0 0 0 0 0 257
------------------------------------------------------------------------------------------------------------
Hour Total 13 722 232 6 9 2 1 1 7 0 1 1 2 0 0 997
