HomeMy WebLinkAboutSDP200800065 Calculations 2008-08-01D-qffiic Analysis
Northridge Development
Albemarle County, Virginia
Prepared for:
University of Virginia Health Services Foundation
January 2oo8
Revised August 2oo8
Kimley -Horn and Associates, Inc, 2008
Traffic Analysis
for
Northridge Development
Albemarle County, Virginia
Prepared for:
University of Virginia Health Services Foundation
Prepared by:
Kimley -Horn and Associates, Inc.
Suite 1050
222 Central Park Avenue
Virginia Beach, Virginia 23462
P: 757.213.8600 F: 757.213.8601
117008000
January 25, 2008
Revised August 11, 2008
Table of Contents
i.o EXECUTIVE SUMMARY ................ ............................... t
2.o INTRODUCTION .......................... ............................... 3
3.0 PROJECT BACKGROUND ............. ............................... 5
3.1 STUDYAREA .......................................................................... ..............................5
3.2 EXISTING LAND USE .............................................................. ..............................5
3.3 EXISTING CONDmoNS ........................................................... ..............................5
3.4 EXISTING TRAFFIC ............................................................... ............................... 6
4.0 PARKING GENERATION .............. ............................... 8
4.1 EXISTING NORTHRIDGE BUILDING PARKING OCCUPANCY ......... ............................... 8
4.2 PROPOSED NORTHRIDGE DEVELOPMENT PARKING GENERATION .............................. 9
4.3 EXISTING SIm MAINTENANCE FACILITY PARKING OCCUPANCY ............................... 11
4.4 EXISTING MOSER RADIATION THERAPY CENTER PARKING OCCUPANCY ................... 12
4.5 KIRTLEY PROPERTY PARKING GENERATION ............................. .............................13
5.o TRAFFIC GENERATION ................ .............................15
5 .1 PROPOSED DEVELOPMENT TRIP GENERATION ......................... ............................... 15
5 .2 ADDITIONAL DEVELOPMENT TRIP GENERATION ....................... .............................16
6.o TRAFFIC DISTRIBUTION .............. .............................17
7. o SITE ACCESS AND TRAFFIC ASSIGNMENT ................. 9
8.o PROJECTED TRAFFIC VOLUMES .............................. 20
8.1 HISTORIC TRAFFIC GROWTH ............................................... ............................... 20
8.2 TOTAL TRAFFIC ................................................................. ............................... 20
9 . o TRAFFIC ANALYSIS ................... ............................... 25
9.1 IVY ROAD /SERVICE ENTRANCE ............................................... .............................26
9.2 IVY ROAD / NORTHRIDGE MAIN ENTRANCE ............................. ............................... 27
9.3 IVY ROAD / MOSER ENTRANCE ............................................. ............................... 30
i-o.o CONCLUSIONS AND RECOMMENDATIONS .............31
APPENDIX....................................... ............................... 34
Nordwidge Development
i . o Executive Summary
August 11, 2008
The Northridge Development is proposed to be located on Ivy Road adjacent to the existing
Northridge building in Albemarle County, Virginia. Figure I illustrates the site location. The
proposed development is planned to include a new, 62,000 square foot (sf) building consisting of
a 54,000 sf long term acute care (LTAC) facility (40 adult beds and 10 pediatric beds) and 8,000
sf of radiology support services. In the vicinity of the proposed development (located on the
Kirtley property), a small office building and a warehouse have been acquired by the University
of Virginia (UVA) and will be maintained with similar uses by the UVA Health Services
Foundation.
Parking to support the proposed development cannot be provided solely on the existing
Northridge property. In order to provide sufficient parking for existing Northridge patients and
future LTAC /radiology patients, the following are recommended:
Modify the Northridge and Sieg parking lots to provide additional parking to
acconumodate demand from the proposed Northridge development
I Provide an interparcel connection between the Northridge and Sieg parking lots such that
employees can choose to park at either lot
Although it is not necessary to assign employees to one particular parking site given the
interparcel connection, consider assigning 71 employees (existing Northridge or future
LTAC /radiology) to the Sieg lot to provide more convenient parking for patients
Consider allowing up to 12 LTAC /radiology employees to park in the surplus spaces on
the existing Kirtley property near the warehouse building to reduce the number of
employees that must park on the Sieg property
K Pursue a waiver for the additional parking spaces being required by the County at the
Moser Radiation Therapy Center such that no additional spaces need to be provided
exclusively for that facility
Periodically monitor actual parking conditions and adjust staff parking operations
accordingly
The number of new trips generated by the site is considerably low and will minimally increase the
volume of traffic on Ivy Road and at study area intersections. To mitigate potential operational
issues and provide for acceptable levels of service throughout the study area, the following are
recommended:
lvy Road/Serviee Entrance
a Maintain existing laneage and traffic control
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Northridge Development August 11, 2008
Restripe existing pavement markings (existing markings are faded and difficult to
discern)
Ivy Road/Northridge Main Entrance
Maintain existing laneage
Restripe existing pavement markings (existing markings are faded and difficult to
discern)
Consider modifying current pavement markings in center lane (two -way left -turn lane) by
striping an exclusive eastbound left -turn lane
Install a traffic signal to facilitate southbound movements from the Northridge Main
Entrance
Ivy Road/Moser Entrance
Maintain existing laneage and traffic control
Page 2
Northridge Development
2.0 Introduction
August 11, 2008
The Northridge Development is proposed to be located on Ivy Road adjacent to the existing
Northridge building in Albemarle County, Virginia. In general, the site is bounded by a Volvo
dealership to the west, a Fleet Operations building to the east, Ivy Road to the south, and the CSX
Railroad to the north.
As shown in Figure 1, Ivy Road runs in an east/west direction and connects to the U.S. Route
29/250 Bypass to the east of the site.
The proposed development is planned to include an approximately 62,000 square foot (sf)
building to contain the following:
Long term acute care facility - 54,000 sf (40 adult beds and 10 pediatric beds)
Radiology support services -8,000 sf
The anticipated construction and occupancy timeline for the proposed building is approximately
two years -2010. The proposed building is planned to occupy an undeveloped portion of the
existing Northridge property, as well as part of the existing Kirtley property, which was
previously occupied by TJMF Distribution Center and the Lee Tennis Products office building.
Both the warehouse and the office building have been acquired by UVA and will be maintained
with similar uses by the UVA Health Services Foundation.
Kimley -Horn and Associates, Inc. (KHA) has been retained to perform a traffic impact analysis
for the proposed development. This report has been prepared for submittal to Albemarle County
to evaluate existing conditions as well as future traffic conditions that include the proposed
project.
Page 3
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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
Northridge Development
3.0 Project Background
3.1 Study Area
The study area for this analysis includes the following roadways and intersections:
Roadways
Ivy Road (U.S. Route 250)
Intersections
August 11, 2008
Ivy Road/Moser Entrance (existing Sieg Maintenance Facility and Moser Radiation
Clinic)
Ivy Road/Northridge Main Entrance (existing Northridge building)
Ivy Road/Service Entrance (former TJMF Distribution Center and Lee Tennis Products)
3.2 Existing Land Use
Land use and development in the study area include medical, office, commercial, and industrial
uses. In the vicinity of the proposed development, there is a medical office building, a
warehouse, a small office building, and a Volvo dealership.
3.3 Existing Conditions
Ivy Road (U.S. Route 250) is the primary thoroughfare within the study area. U.S. Route 250
runs parallel to Interstate 64 between Richmond and Staunton, from which point it continues
northwest into West Virginia, eventually connecting to Interstate 79. Regionally, Ivy Road
provides access to the U.S. Route 29/250 Bypass and to the University of Virginia.
Within the study area, Ivy Road is a three -lane roadway with a two -way left -turn lane (TWLTL).
Several signalized intersections are located along Ivy Road, as well as numerous unsignalized
driveways. The posted speed limit on Ivy Road is 45 miles per hour. Traffic counts estimated by
the Virginia Department of Transportation (VDOT) indicate that in 2007, Ivy Road was carrying
approximately 14,000 vehicles per day (vpd) in the vicinity of the proposed development. Traffic
counts were conducted by Kinley -Hom and Associates, Inc. in November 2006 on Ivy Road, and
these counts indicated that the average weekday daily traffic (ADT) volume was approximately
17,800 vpd.
Existing roadway laneage for study area roadways and intersections is illustrated in Figure 2.
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Northridge Development
3.4 Existing Traffic
August 11, 2008
AM and PM peak hour weekday turning movement counts were performed by Peggy Malone and
Associates, Inc. at the following study intersections:
Ivy Road/Moser Entrance — August 6, 2008
Ivy Road/Northridge Main Entrance — November 15, 2006
Ivy Road/Service Entrance — November 15, 2006
The recent turning movement count at the Ivy Road/Moser Entrance intersection was conducted
at the request of the County to provide additional data for this updated report. In comparing the
peak hour volumes counted in November 2006 to the volumes at the adjacent Moser Entrance
intersection counted in August 2008, it was determined that the late 2006 volumes along Ivy
Road are higher than those counted in 2008. The through volumes at the Ivy Road/Moser
Entrance intersection were increased to balance with the late 2006 volumes and provide a
conservative base for analysis. Peak hour turning movement volumes at study intersections are
shown in Figure 2.
It should be noted that a new 12 -hour turning movement count was conducted at the Ivy
Road/Northridge Main Entrance intersection on July 22, 2008 in order to evaluate warrants for
traffic signalization. While this count included the AM and PM peak hours, the data from late
2006 were utilized for all peak hour analyses in this study in order to maintain consistency.
In addition to turning movement counts, an ADT volume count was conducted on Ivy Road on
November 14 and 15, 2006. This count indicated an ADT volume of 17,800 vpd.
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Existing (Late 2006) FIGUREM" Northridge Development Peak Hour
Kimley -Horn Albemarle County, Virginia Turning Movement Counts 2andAssociates, Inc.
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 WROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAMON BY KINI EY -HORN AND ASSOCIATES, INC. SHAM BE WITHOUT LIABB.HY TO KRALEY -HORN AND ASSOCIATES, INC
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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 WROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAMON BY KINI EY -HORN AND ASSOCIATES, INC. SHAM BE WITHOUT LIABB.HY TO KRALEY -HORN AND ASSOCIATES, INC
Northridge Development
4.0 Parking Generation
August 11, 2008
No new parking is planned to be provided exclusively for the proposed Northridge development.
The parking lot at the existing Northridge building will be modified to accommodate the main
entrance and drop -off for the proposed Northridge development. Likewise, the existing parking
lot adjacent to the office building will be modified to accommodate a drop -off for patient transfer
vehicles.
Parking generation potential for the existing and proposed land uses was calculated using parking
generation rates published in Parking Generation (Institute of Transportation Engineers [ITE], 3'
Edition, 2004) to determine if the existing parking areas will be adequate to support the addition
of the proposed Northridge development.
Parking demand generated by ITE was compared to actual parking occupancy counts for the
existing Kirtley, Northridge, Sieg, and Moser properties. Existing parking inventory and hourly
occupancy data previously were collected at the on Wednesday, December 5, 2007. Because this
was a snowy day, the County requested that parking data be collected on two additional standard
business days. Kimley -Horn collected hourly parking occupancy data on Wednesday, July 16,
2008 from 10:00 AM to 6:00 PM and on Thursday, July 17, 2008from 8:00 AM to 4:00 PM. For
each hour of the day, the higher of the two parking counts was used.
4.1 Existing Northridge Building Parking Occupancy
ITE Code 720 (Medical- Dental Office Building) was used to approximate the parking generation
potential of the existing 58,770 sf Northridge building. In addition, Kimley -Horn verified
existing parking inventory and collected actual occupancy data in July 2008. Staff and visitor
parking were counted separately; however, they are combined for analysis purposes. The actual
occupancy counts were compared to parking demand generated by ITE, and the actual occupancy
data were found to be higher at all hours. The actual occupancy counts were therefore used for
existing parking demand.
Table 1 below summarizes the parking demand at the Northridge building by the hour and
indicates the number of remaining (unoccupied) parking spaces. Any facility that is at least 90%
occupied is considered "full" by industry standards to account for circulation, turnover, and
access. The number of available spaces has accordingly been reduced to account for 90%
occupancy rather than 100 % in order to maintain some surplus for circulation and turnover. A
total of 253 parking spaces (88 staff and 165 visitor) are currently provided at the Northridge site.
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Notthtidge Development August 11, 2008
With the proposed modifications, 269 total parking spaces will be provided in the future. The
unoccupied and available parking spaces determined below are based on a supply of 269 spaces.
Table 1— Hourly Parking Demand at Existing Northridge Building
HourBeginning
8:00 AM
ParkingDemand
106
Unoccupied
163
Actual Parking Spaces
137
9:00 AM 196 73 47
10:00 AM 210 59 33
11:00 AM 223 46 20
12:00 PM 199 70 44
1:00 PAR 186 83 57
2:00 PAR 225 44 18
3:00 PAR 197 72 46
4:00 PAR 189 80 54
5:00 PAR 85 184 158
6:00 PAR 16 253 227
Table f indicates that only 18 parking spaces are available during the peak demand period (2:00
PM to 3:00 PM).
4.2 Proposed Northridge Development Parking Generation
Parking Generation does not provide specific rates for Long Term Acute Care (LTAC) facilities
or for Radiology Support Services as proposed for the development. Based on conversations with
the architect, equivalent land uses were determined that would represent similar travel patterns for
the proposed uses. 117E Code 620 (Nursing Home) was used for the LTAC due to low peak hour
and daily parking /traffic generation observed at existing LTAC facilities. To provide a worst
case scenario, parking demand was generated based on gross floor area. Parking generation for
the LTAC based on gross floor area (54,000 sf) results in a demand significantly higher than if
generated based on beds (50 beds). Even considering the projected number of 50 employees,
parking demand is still highest when calculated using the gross floor area. ITE Code 720
Medical- Dental Office Building) was used to generate parking demand for the 8,000 sf
Radiology Support Services. Table 2 below summarizes the parking generation potential of the
proposed Northridge development by the hour.
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Northridge Development August 11, 2008
Table 2— Hourly Parldng Generation Potential of Proposed Northridge Development
Hour Beginning
8:00 AM
LTAC Parking
Demand
31
Radiology
Demand
14
Demand
45
9:00 AM 35 24 59
10:00 AM 33 29 62
11:00 AM 34 29 63
12:00 PM 34 25 59
1:00 PM 35 23 58
2:00 PM 57 25 82
3:00 PM 57 28 85
4:00 PM 31 26 57
5:00 PM 14 21 35
6:00 PM 13 10 23
Table 2 indicates a total parking demand of 85 vehicles during the peak parking period (3:00 PM
to 4:00 PM). Because the peak parking period occurs close to the peak period at the existing
Northridge facility, the parking demand was compared to available spaces at the existing facility
to determine whether additional parking spaces will be required. Table 3 summarizes the total
parking demand and availability.
Table 3— Hourly Parldng Space Allocation
Hour Beginning
8:00 AM
NorthridgeExisting
Parking Demand
106
Existing Parking
9i
137
Proposed
Development
45
Spaces
92
9:00 AM 196 47 59 12
10:00 AM 210 33 62 29
11:00 AM 223 20 63 43
12:00 PM 199 44 59 15
1:00 PM 186 57 58 1
2:00 PM 225 18 82 64
3:00 PM 197 46 85 39
4:00 PM 189 54 57 3
5:00 PM 85 158 35 123
6:00 PM 1 16 227 23 204
As indicated in Table 3, there is not sufficient parking supply at the existing Northridge building
to accommodate the parking demand from the proposed Northridge development during the
operating hours from 9:00 AM to 5:00 PM. In order to accommodate the additional parking
demand and maintain a 10% surplus to account for circulation and turnover, an additional 64
parking spaces are needed to accommodate parking demand for the existing and proposed
Northridge buildings.
Page 10
Nortluidge Development
4.3 Fxlsting Sieg Maintenance Facility Parking Occupancy
August 11, 2008
In order to meet the anticipated parking demand, the UVA Health Services Foundation has
indicated that they will commit to relocating some employees to the adjacent Sieg maintenance
facility parking area. hi order to determine the potential for future Northridge employee parking
at the Sieg maintenance facility, K.imley -Horn also collected parking occupancy data at the site in
July 2008. The actual occupancy counts were compared to parking demand generated by ITE
Code 150 (Warehousing) for the existing 22,610 sf building, and the actual occupancy data were
found to be higher at all hours. The actual occupancy counts were therefore used for existing
parking demand.
Table 3 below summarizes the parking demand at the Sieg maintenance facility by the hour and
indicates the number of remaining (unoccupied) parking spaces as well as the actual number of
spaces available considering 90% occupancy as "full." A total of 64 parking spaces are currently
provided at the Sieg maintenance facility. With the proposed modifications to the site, 87 total
parking spaces will be provided in the future. The unoccupied and available parking spaces
determined below are based on a supply of 87 spaces.
Table 3— Hourly Parldng Demand at Existing Sieg Maintenance Facility
8:00 AM
Parking
Demand
18
Unoccupied
Parkingspaces
69
Actual Parking Spaces
90
61
9:00 AM 17 70 62
10:00 AM 19 68 60
11:00 AM 17 70 62
12:00 PM 21 66 58
1:00 PM 18 69 61
2:00 PM 17 70 62
3:00 PM 23 64 56
4:00 PM 16 71 63
5:00 PM 14 73 65
6:00 PM 14 73 65
Based on the existing occupancy data, Table 3 indicates that at least 56 parking spaces are
available during all hours of the day. While the number of available spaces is eight spaces less
than the calculated requirement of 64 additional parking spaces for the proposed facility, it is
anticipated that that the parking supply at both the Northridge and Sieg sites will be enough to
meet the parking demand of the existing Northridge building, the proposed Northridge
development, and the Sieg maintenance facility because of the very conservative parking analyses
that have been performed.
Page 11
Northridge Development August 11, 2008
Parking analyses were conducted to represent a worst case scenario. In all cases, parking demand
was determined using the independent variable that generated the highest peak demand or from
actual occupancy counts which indicated a higher demand than calculated. In addition, the
parking analyses considered conditions in which a 90% occupancy condition was considered
full." It is anticipated that all employees, patients, and visitors can be accommodated while
maintaining at least a 10% surplus at the Northridge site. The 64 additional parking spaces can be
accommodated at the Sieg site if the 10% surplus is consumed at that location; however, a higher
level of occupancy can be achieved there since it will provide parking only for employees of the
facilities. Because employee parkers who are assigned to a specific parking facility will typically
park in the same facility every day, they are not deterred by the need to circulate to find an
available parking spot. It is also anticipated that this analysis has overstated the potential parking
demand for the facilities. Actual parking conditions should be monitored periodically and
adjustments should be made accordingly.
An interparcel connection will be provided between the existing Northridge and Sieg sites that
will allow employees to enter one site and circulate to find a parking space at either site without
needing to access Ivy Road. Because of this connection, it is not necessary to assign employees
to one particular parking site. However, if the UVA Health Services Foundation chooses to
assign employees to specific parking areas, it is suggested that a parking rate of 0.9 vehicles per
employee (ITE Code 620) be utilized. For example, the 64 parking spaces needed on the Sieg
site to accommodate Northridge and LTAC parkers would result in the need for 71 employees to
be assigned to the Sieg site. The Foundation may choose to reassign either existing Northridge
employees, future LTAC employees, or a combination of the two because parking will be shared
between the two facilities.
4.4 Existing Moser Radiation Therapy Center Parking Occupancy
The County has recently indicated that, based on code, an additional 14 parking spaces need to be
constructed at the Moser Radiation Therapy Center to accommodate a planned building addition.
In order to evaluate parking conditions at the existing site, Kimley -Horn also collected parking
occupancy data at the site in July 2008. The actual occupancy counts were compared to parking
demand generated by ITE Code 720 (Medical- Dental Office Building) for the existing 7,173 sf
building, and the actual occupancy data were found to be significantly lower at all hours.
Table 4 below summarizes the parking demand at the Moser Radiation Therapy Center by the
hour and indicates the number of remaining (unoccupied) parking spaces as well as the actual
Page 12
Northridge Development August 11, 2008
number of spaces available considering 90% occupancy as "full." The unoccupied and available
parking spaces determined below are based on the existing supply of 22 total spaces at the Moser
Radiation Therapy Center.
Table 4— Hourly Parldng Demand at Existing Moser Radiation Therapy Center
HourBeginning
8:00 AM
Parking
Demand
5
Unoccupied
Parking Spaces
17
Actual Parking Spaces
90
15
9:00 AM 7 15 13
10:00 AM 11 11 9
11:00 AM 10 12 10
12:00 PM 10 12 10
1:00 PM 10 12 10
2:00 PM 11 11 9
3:00 PM 10 12 10
4:00 PM 8 14 1 12
5:00 PM 4 18 16
6:00 PM 1 21 19
Based on the existing occupancy data, Table 4 indicates that at least nine parking spaces are
available during all hours of the day. The UVA Health System has indicated that the proposed
addition to the Moser Radiation Therapy Center will add four additional staff members and a
maximum of four additional patients. Assuming that one parking space will be needed for each
additional staff member and patient, it is anticipated that the existing parking lot at the Moser
Radiation Therapy Center can accommodate any additional traffic associated with the expansion.
It is therefore recommended that a waiver be pursued for the additional parking spaces being
required by the County for this facility.
4.5 Kirtley Property Parking Generation
It is anticipated that some parking spaces will be available on the existing Kirtley property near
the warehouse building. While it is not recommended that any of the parking spaces on the
existing Kirtley property be used for LTAC or Northridge employee parking, this parking has
been evaluated to ensure that a sufficient supply is provided for the office and warehousing uses
on the site. Existing parking occupancy data could not be collected at the existing office and
warehouse buildings on the Kirtley property as they are both currently vacant. However, parking
generation potential was determined based on ITE rates. ITE Code 710 (General Office) was
used to generate parking demand for the 4,300 sf office building. ITE Code 150 (Warehousing)
was used to generate parking demand for the 23,000 sf warehouse building.
Page 13
Northridge Development August 11, 2008
Table 5 below summarizes the hourly parking generation potential of these facilities. A total of
62 parking spaces (21 office and 41 warehouse) are currently provided on the Kirtley property.
However, the County has indicated that 17 of the existing parking spaces which are provided on a
steep grade will not be accepted. With the proposed modifications to the site and the removal of
the sub - standard spaces, 34 total parking spaces (10 office and 24 warehouse) will be provided in
the future. The unoccupied and available parking spaces determined above are based on a supply
of 34 spaces.
Table 5— Rourly Parldng Generation Potential of Existing Kirtley Property
iourBeginning.
it
Office Parking
Demand
Warehouse
Parking Demand
Total Parking
Demand
Unoccupied
Parking Spaces
Actual Parking
Spaces
Available (90 %)
MERITITI ) , : ,
i is ,
Table 5 indicates that at least 12 parking spaces will be available on the Kirtley property, even
during peak times. The 1JVA Health Services Foundation may choose to allow a select number
of LTAC employees to park near the Kirtley warehouse to reduce the number of employees that
must park on the Sieg property.
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Northridge Development
5.o Traffic Generation
August 11, 2008
Traffic generation potential for the proposed development was determined using traffic
generation rates published in Trip Generation (Institute of Transportation Engineers [ITE], 7t "
Edition, 2003).
5.1 Proposed Development Trip Generation
Table 6 summarizes the estimated traffic generation potential for the proposed development
under the future build -out (2010) scenario. Trip Generation does not provide specific rates for
Long Term Acute Care (LTAC) facilities or for Radiology Support Services as proposed for the
development. Based on conversations with the architect, equivalent land uses were determined
that would represent similar travel patterns for the proposed uses. ITE Code 620 (Nursing Home)
was used for the LTAC due to low peak hour and daily traffic generation observed at existing
LTAC facilities. ITE Code 720 (Medical- Dental Office Building) was used to approximate the
trip generation potential of the Radiology Support Services.
Table 6— Proposed Development Trip Generation —Full Build -out
Table 6 indicates the proposed development having the potential to generate a total of 618 new
daily trips, 41 of those occurring in the AM peak hour and 53 occurring in the PM peak hour.
In the vicinity of the proposed development (located on the Kirtley property), a small office
building and a warehouse have been acquired by UVA and will be maintained with similar uses
by the UVA Health Services Foundation. Because these buildings were occupied by their former
tenants at the time of the data collection (November 2006), trips associated with these uses are
included in the existing traffic counts and will not be generated as new site trips.
Page 15
ivote: A alrectlonal aistnbution of 69% entering and 31% exiting was assumed based on AM Peak Hour
of the Generator data using "beds" as an independent variable.
Northridge Development August 11, 2008
5. Additional Development Trip Generation
Based on continents received from Albemarle County staff, it was determined that the proposed
addition to the Moser Radiation Therapy Center should be considered in this analysis. Any
additional redevelopment or smaller development that might take place in the vicinity of the site
will be accounted for in the annual growth rate used to generate the background traffic volumes.
A plan to construct a 3,591 sf addition to the existing 7,173 sf Moser Radiation Therapy Center is
currently being reviewed by Albemarle County. This proposed addition is anticipated to be
constricted prior to the full build -out of the Northridge development. Table 7 summarizes the
proposed new trips that may be generated in the vicinity of the Northridge development.
Table 7— Additional Development Trip Generation
The UVA Health System has indicated that the proposed addition to the Moser Radiation Therapy
Center will add four additional staff members and a maximum of four additional patients. In
order to provide a worst case scenario, trips were generated based on gross floor area. It should
be noted, however, that the estimated daily trips are higher than what seems reasonable given the
anticipated staff and patient load. The equations for ITE Code 720 would normally be used
because the R value is greater than 0.75; however, because of the small size of the addition, this
resulted in negative trips.
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Norduidge Development
6.o Traffic Distribution
August 11, 2008
The directional distribution and assignment of trips generated by a development is typically based
on a review of existing roadway volumes, an understanding of travel patterns within the study
area, and from assumptions of anticipated shifts in travel patterns due to the construction of the
development. In the case of the proposed development, directional distribution was determined
from the existing Northridge building, a similar land use. The following distribution applies to
the 2010 development condition:
85% to /from the east on Ivy Road
15% to /from the west on Ivy Road
Site traffic distribution is illustrated in Figure 3.
Page 17
C mF1 Northridge Development FIGURE
Kimley -Horn Albemarle County, Virginia Trip Distribution
3andAssociates, Inc.
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 ADAPTTON BY KIIEY -HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIABEY -HORN AND ASSOCIATES, INC
North
Not to Scale
8
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R_1 60%20%
15%5%f—5%(5%)55%
85%
15% — 0 15% 1 75 %) 10 Ivy Road
5 %) 0
Legend
OUnsignal¢ed Intersection
XX (XX)Inbound (Outbound) Trips
C m F1 Northridge Development FIGURE
Kimley -Horn Albemarle County, Virginia Trip Distribution
3andAssociates, Inc.
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 ADAPTTON BY KIIEY -HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIABEY -HORN AND ASSOCIATES, INC
Northridge Development August 11, 2005
7.0 Site Access and Traffic Assignment
Ivy Road (U.S. Route 250) will be the primary corridor providing access to the proposed
development. The main entrance to the proposed building will be located on the east side of the
building at the parking (ground) level. As a result, all visitors and patients will utilize the
Northridge Main Entrance, which will also continue to serve the existing Northridge building.
As described in Chapter 4.0, staff from the existing Northridge building and/or the proposed
development will be required to park near the Sieg maintenance facility in the future. Given the
anticipated parking arrangement, it is expected that some proposed Northridge traffic will utilize
the existing Moser Entrance to access the improved Sieg parking lot. However, because a traffic
signal is proposed at the Northridge Main Entrance, it is anticipated that a significant portion of
the vehicles parking at Sieg will utilize the interparcel connection and exit via the signalized
entrance. It is therefore assumed that a small portion of proposed Northridge traffic will utilize
the unsignalized Moser Entrance for outbound trips and that a slightly large portion will utilize
this entrance for inbound trips. All other proposed Northridge traffic will utilize the Northridge
Main Entrance.
An ambulance /transfer vehicle drop -off will be provided on the west side of the proposed
building. Due to the elevation change over the two adjacent properties, this entrance will provide
direct access to the second floor Long Term Acute Care (LTAC) facility. The existing Service
Entrance will therefore provide access to a very small portion of proposed LTAC traffic and will
continue to provide access to the existing warehouse and two -story office buildings. It is
assumed that approximately 5% of LTAC traffic will utilize the Service Entrance.
Page 19
Northridge Develolmumt August 11, 2008
8.o Projected 'Traffic Volumes
8..1 Historic Traffic Groff
historic traffic grov,41x 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. The following are traffic counts from
the VDOT count program:
Ivy Road
r 2007 14,000 vehicles per day (vpd)
2006 - 14,000 vpd
2005 -15,000 vpd
2004 -14,000 vpd
2003 -13,000 vpd
c 2002 -14,000 vpd
2001 -12,000 vpd
Based on the VDOT data, a conservatively high background growth rate of 5.5% was used in this
study. hi addition to applying growth rates to both Jefferson Avenue and Bland Boulevard, future
traffic volumes anticipated from the Moser Radiation Therapy Center addition were also included
in the future analysis. Any other redevelopment or smaller development in the site's vicinity is
assumed to be accounted for by the background growth factor.
8.2 Future Background Traffic
To obtain total 2010 background traffic volumes, existing (November 2006) traffic volumes were
incrementally increased using the aforementioned background growth rate. Existing turning
movement volumes were increased by 17.4 percent to reflect future background traffic growth for
three years (to 2010).
In addition to the historic growth rate, the anticipated trip generation potential for the proposed
Moser Radiation Therapy Center addition was included in the calculation of background traffic
volumes. Figure 4 illustrates the projected traffic volumes for the no build scenario with the
addition of traffic associated with the Loser Radiation Therapy Center.
Page 20
r: =F1 Northridge Development 2010 No Build FIGURE
Kimley -Horn Albemarle County, Virginia Peak Hour Traffic Volumes 4andAssociates, Inc.
IS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLENT FOR WHICH IT WAS PREPARED. REUSE OF
AND WROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTTON BY KIMBEY -HORN AND ASSOCIATES, INC. SHALL BE WITHOUT 1-I4,BILIIY TO KINI EY -HORN AND ASSOCIATES, INC.
North
Not to Scale
UCN
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CC C
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3) I
469 (
1-- 115 (8)18 (3)
4 (1111)4 475 (1047)606 (1 076)
7 1) 16 1) 5 I Ivy Road
546) 1151 —581)1208 715)1228 —
Legend
OUnsignalized Intersection
4 Laneage
XX (XX) -AM (PM) Peak Hour Volume
r: =F1 Northridge Development 2010 No Build FIGURE
Kimley -Horn Albemarle County, Virginia Peak Hour Traffic Volumes 4andAssociates, Inc.
IS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLENT FOR WHICH IT WAS PREPARED. REUSE OF
AND WROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTTON BY KIMBEY -HORN AND ASSOCIATES, INC. SHALL BE WITHOUT 1-I4,BILIIY TO KINI EY -HORN AND ASSOCIATES, INC.
Northridge Development
8.3 Future Total Traffic
August 11, 2008
Given the anticipated parking arrangement, it is expected that some existing Northridge staff will
be required to park near the Sieg maintenance facility in the future. The proposed Sieg parking
lot represents 25% of the total parking spaces on the Sieg and Northridge sites. However, it is
also anticipated that with the proposed signal at the Northridge Main Entrance, a significant
portion of the traffic parking at Sieg will utilize the interparcel connection and exit via the
signalized entrance. To account for these behaviors, it was assumed that 10% of the total
southbound left -turn traffic from the Northridge and Sieg sites would utilize the unsignalized
Moser Entrance while all other traffic would utilize the Northridge Main Entrance, which is
proposed to be signalized. This reassignment of existing traffic was applied to the 2010
background traffic volumes. Traffic associated with the proposed development was then added to
develop 2010 total (build -out) traffic volumes. The following figures illustrate future turning
movement volumes:
Figure 5 -2010 AM peak hour
Figure 6 -2010 PM peak hour
Page 22
mF1 Northridge Development Future (2010) AM Peak FIGURE
Kimley -Horn Albemarle County, Virginia Hour Traffic Volumes 5andAssociates, Inc.
u wa. N M, 1n wNCt VM ANU DESJUNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CUNT FOR WHICH IT WAS PREPARED. REUSE OF
AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIAREY -HORN AND ASSOCIATES, INC SHALL BE WITHOUT LIABILMY TO KI4EY -HORN AND ASSOCIATES, INC
North
Not to Scale
O
C
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C
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26 (1) [27]
469
M
115 (18) [133]18 (6) [24]
2) [471]4 475 (2) [477]4— 606 (19) [625]
7] (0) 7 21] (5) 16 _ $5] (0) 5 /Ivy Road
1156] (5) 1151 — i 1209)(1) 1208 —1 1236](8) 1228 —0
Legend
0 - Unsignalized Intersection
XX (XX) [XX] - Background (Site) [Total] Peak Hour Volumes
m F1 Northridge Development Future (2010) AM Peak FIGURE
Kimley -Horn Albemarle County, Virginia Hour Traffic Volumes 5andAssociates, Inc.
u wa. N M, 1n wNCt VM ANU DESJUNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CUNT FOR WHICH IT WAS PREPARED. REUSE OF
AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIAREY -HORN AND ASSOCIATES, INC SHALL BE WITHOUT LIABILMY TO KI4EY -HORN AND ASSOCIATES, INC
Northridge Development Future (2010) PM Peak FIGURE
Kimley -Horn Albemarle County, Virginia Hour Traffic Volumes sandAssociates, Inc.
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 RELL4NCE ON THE DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTTON BY KIMUY -HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMIXY -HORN AND ASSOCIATES, INC.
North
Not to Scale
3
w mU
C
C_
N
2
CU
ct6
C w
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N 0 2
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Ea tl Ez
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l 3 (1) [41 IL_ 8 ( [ j 1 3 ( [
I 1111 (5) [11161 4 1047 (3) [1050] s'1— 1076 (12) [1088]
0] (0) 0 _J1 [4] (3) 1 7] (0) 1 —1 Ivy Road
549] (3) 546 — [583] (2) 581 730] (26) 704 —0
LZend
0 - Unsignalized Intersection
XX (XX) [XX] -Background (Sfte) [Total] Peak Hour Volumes
Northridge Development Future (2010) PM Peak FIGURE
Kimley -Horn Albemarle County, Virginia Hour Traffic Volumes sandAssociates, Inc.
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 RELL4NCE ON THE DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTTON BY KIMUY -HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMIXY -HORN AND ASSOCIATES, INC.
Northridge Development
y.o Traffic Analysis
August 11, 2008
Capacity analyses for the unsignalized intersections in the AM and PM peak hours (Appendix)
were performed for the following scenarios:
Existing
2010 no build (background)
2010 build -out with the proposed development
Analyses were completed to determine the operating characteristics of study area intersections
and roadways using Synchro Professional 6.0, 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 —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 D are generally considered acceptable.
Each of the aforementioned scenarios was analyzed during the weekday AM and PM peak hours.
The results are presented in the following summaries, and supporting calculations are presented in
the Appendix.
Page 25
Northridge Development
9.1 Ivy Road /Service Entrance
This unsignalized intersection currently provides the following laneage:
August 11, 2008
Ivy Road (eastbound) —one exclusive through lane and one exclusive left -turn lane
Ivy Road (westbound) --one exclusive through lane and one exclusive right -turn lane
Service Entrance (southbound) ---one exclusive left -turn lane and one exclusive right -turnlane
Under existing conditions, the southbound (site driveway) left -turn movement operates at LOS C
and D during the AM and PM peak hours, respectively. With the increment of background traffic
growth and traffic associated with the proposed development, this movement is anticipated to
worsen to LOS D during the AM peak hour and maintain LOS D during the PM peak hour.
Operations on Ivy Road, including the eastbound left -turn movement into the site, will be
negligibly impacted by the development. Table 8 indicates levels of service and delays for the
intersection under existing (2006), 2010 no build, and 2010 build -out conditions.
No improvements are recommended at this intersection. Detailed level of service calculations are
provided in the Appendix.
Page 26
Table 8 —Ivy Road /Service Entrance Intersection Unsignalized LOS
Northridge Development August 11, 2008
9 Ivy Road /Northridge Main Entrance
This mliisignalized intersection currently provides the following laneage:
a Ivy Road (eastbound.) —one exclusive through lane and one exclusive left -turn lane
K Ivy Road (westbound) —one exclusive through lane and one exclusive right -turn lane
Northridge Main Entrance (southbound) —one exclusive left -turn lane and one exclusive
right -turn lane
Under existing conditions, the southbound (site driveway) left -turn movement operates at LOS D
and F during the AM and PM peak hours, respectively. With the increment of background traffic
growth and traffic associated with the proposed development, this movement is expected to
worsen to LOS E during the AM peak hour. Under the same conditions, delay is anticipated to
increase significantly during the PM peak hour such that the movement continues to operate at
LOS F. Table 9 indicates levels of service and delays for the intersection under existing (2006),
2010 no build, and 2010 build -out conditions.
Table 9-1-try Road/Northridge fain Entrance Intersection Unsignalized LOS
Under future traffic conditions, operations on Ivy Road will not change appreciably. Levels of
service for all movements except for the southbound (site driveway) left -turn movement will not
change under future traffic conditions. To improve operations for the southbound (site driveway)
approach would require that a traffic signal be installed. A 12 -hour turning movement count was
conducted at this intersection on July 22, 2008, and traffic signal warrant analyses were
performed at this location referencing the Manual on Uniform Traffic Control Devices (MUTCD)
2003 Edition to evaluate the need for traffic signalization under existing (2008) conditions.
According to the MUTCD, a traffic control signal should not be installed unless one or more of
the signal wan - ants in the MUTCD are met. However, "the satisfaction of a traffic signal warrant
Page 27
Northridge Development August 11, 2008
or warrants shall not in itself require the installation of a traffic control signal." The three main
warrants are as follows:
Warrant 1 (Eight -Hour Vehicular Volume )—is satisfied if ONE of the following conditions
exists for any eight hours of a day:
o Condition A (Minimum Vehicular Volume) — volumes do not meet or exceed the
necessary thresholds for this warrant during any hours of the day. For the warrant to
be met, volume thresholds must be at or above thresholds for eight hours. NOT MET
o Condition B (Interruption of Continuous Traffic)-- volumes meet or exceed the
necessary thresholds for this warrant during eight hours of the day. For the warrant
to be met, volume thresholds must be at or above thresholds for eight hours. MET
o Combination of Condition A and B (Combination of Condition A and B)— volumes
do not meet or exceed the necessary combination of thresholds for this warrant
during any hours of the day. For the warrant to be met, volume thresholds must be at
or above thresholds for eight hours. NOT MET
Warrant 2 (Four -Hour Vehicular Volume)— volumes meet or exceed the necessary
thresholds for this warrant during seven hours of the day. For the warrant to be met, volume
thresholds must be at or above thresholds for four hours. MET
Warrant 3 (Peak Hour Volume} — volumes meet or exceed the necessary thresholds for this
warrant during one hour of the day. For the warrant to be met, volume thresholds must be at
or above thresholds for one hour. MET
Based on existing turning movement volumes, analyses indicated that the intersection of Ivy
Road and the Northridge Main Entrance currently warrants a traffic signal. These warrants are
based on mainline and side street traffic volumes, number of travel lanes (one per approach), and
mainline travel speed (45 mph). As is common practice, right -turn volumes were excluded from
the side street volumes because an exclusive right -turn lane is provided. Detailed warrant
analyses are included in the Appendix.
Table 10 summarizes signalized level of service at this intersection for future scenarios.
Table 10—Ivy Road/Northridge Main Entrance Intersection Signalized LOS
Page 28
Northridge Development August 11, 2008
To provide acceptable LOS at this intersection as indicated in Table 10, the following are
recommended:
Maintain existing laneage
Install a traffic signal to facilitate southbound movements from the Northridge Main
Entrance
Figure 7 shows recommended laneage and traffic control at this intersection. Detailed level of
service calculations are provided in the Appendix.
Page 29
Northridge Development
9.3 Ivy Road /Moser Entrance
This unsignalized intersection currently provides the following laneage:
August 11, 2008
Ivy Road (eastbound) —one exclusive through lane and one exclusive left -turn lane
Ivy Road (westbound) —one exclusive through lane and one exclusive right -turn lane
Moser Entrance (southbound) ---one shared left- and right -turn lane
Under existing conditions, the southbound (site driveway) left -turn movement operates at LOS C
during the AM peak hour and at LOS B during the PM peak hour. With the increment of
background traffic growth and traffic associated with the proposed development, this movement
is anticipated to worsen to LOS D during the AM and PM peak hours. The eastbound left -turn
movement on Ivy Road will be negligibly impacted by the development and is anticipated to
operate at LOS A and B during the AM and PM peak hours, respectively. Table 11 indicates
levels of service and delays for the intersection under existing (2006), 2010 no build, and 2010
build -out conditions.
Table 11 —Ivy Road/Moser Entrance Intersection Unsignalized LOS
It is anticipated that the majority of vehicles parking at the Sieg/Moser site will avoid excessive
delays by utilizing the interparcel connection to exit from the proposed traffic signal at the
Northridge Main Entrance. No improvements are recommended at this intersection. Detailed
level of service calculations are provided in the Appendix.
Page 30
Northridge Development
lo.o Conclusions and Recommendations
August 11, 2008
Parking to support the proposed development cannot be provided solely on the existing
Northridge property. In order to provide sufficient parking for existing Northridge patients and
future LTAC /radiology patients, the following are recommended:
Modify the Northridge and Sieg parking lots to provide additional parking to
accommodate demand from the proposed Northridge development
Provide an interparcel connection between the Northridge and Sieg parking lots such that
employees can choose to park at either lot
Although it is not necessary to assign employees to one particular parking site given the
interparcel connection, consider assigning 71 employees (existing Northridge or future
LTAC /radiology) to the Sieg lot to provide more convenient parking for patients
Consider allowing up to 12 LTAC /radiology employees to park in the surplus spaces on
the existing Kirtley property near the warehouse building to reduce the number of
employees that must park on the Sieg property
Pursue a waiver for the additional parking spaces being required by the County at the
Moser Radiation Therapy Center such that no additional spaces need to be provided
exclusively for that facility
Periodically monitor actual parking conditions and adjust staff parking operations
accordingly
The number of new trips generated by the site is considerably low and will minimally increase
traffic volumes on Ivy Road and at study area intersections. Recommended improvements will
mitigate development traffic impacts. To maintain acceptable traffic operations at study
intersections, the following are recommended as illustrated in Figure 7:
Ivy Road/Service Entrance
Maintain existing laneage and traffic control
Restripe existing pavement markings (existing markings are faded and difficult to
discern)
Ivy Road/Northridge Main Entrance
Maintain existing laneage
Restripe existing pavement markings (existing markings are faded and difficult to
discern)
Consider modifying current pavement markings in center lane (two -way left -turn lane) by
striping an exclusive eastbound left -turn lane
Page 31
Northridge Development August 11, 2008
Install a traffic signal to facilitate southbound movements from the Northridge Main
Entrance
Ivy Road/Moser Entrance
Maintain existing laneage and traffic control
Page 32
C mF1 Northridge Development Recommended FIGURE
IQmley -Horn Albemarle County, Virginia Roadway Laneage 7andAssociates, Inc.
IRE 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 ADAPTTON BY KI I EY -HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KADEY -HORN AND ASSOCIATES, INC
North
Not to Scale
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UC
W
C
cc
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CU
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5
Of
Ivy Road
Legend
Signalized Intersection
OUnsignalized Intersection
4— Existing Laneage
C m F1 Northridge Development Recommended FIGURE
IQmley -Horn Albemarle County, Virginia Roadway Laneage 7andAssociates, Inc.
IRE 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 ADAPTTON BY KI I EY -HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KADEY -HORN AND ASSOCIATES, INC
Northridge Development
Appendix
August 11, 2008
Page 34
Existing Traffic Counts
Peggy Malone & Associates, Inc.
888) 247 -8602
Entrance to Lee Tennis Products File Name : West Entrance & Ivy AM
Site Code : 00003396
Start Date :11/15/2006
Page No : 1
r: enak Prir*dwL vat,l
08:00 AM 1 0 1 0 2 8 88 0 0 96 0 0 0 0 0 0 212 3 0 215 313
08:15 AM 1 0 1 0 2 6 118 0 0 124 0 0 0 0 0 0 212 0 0 212 338
08:30 AM 1 0 1 0 2 5 128 0 0 133 0 0 0 0 0 0 199 1 0 200 335
08:45 AM 0 0 0 0 0 6 90 0 0 96 0 0 0 0 0 0 244 1 0 245 341
head TOW 3 0 4 0 7 40 743 0 0 783 0 0 0 0 0 0 173 14 0 1727 2,517
Approh % 42.9 0.0 57.1 0.0 5.1 94.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 99.2 0.8 0.0
ToW % 0.1 0.0 0.2 0.0 0.3 1.6 29.5 0.0 0.0 31.1 0.0 0.0 0.0 0.0 0.0 0.0 68.1 0.6 0.0 68.6
West Erltrwm to property
Ivy Rd.
Westbound Northbound
Ivy Rd.
fAutum Rijht Tlmt tae Pads Rigtd Thm
Ivy Rd.
Pods T RW Tde LA
Southbound
TOW RW Thm Left
Weelbound
0 0 0
Northbound
0 299
PukFador
0 303
Eastbound
High 1d.
SOrt99ma RW Thm Ld Pads
1 0
Right I Zhu Leh Dada 1W W&I 1U.Let Pads 7W Right I The I I.aW I Peels Ta41 Tohl
ftdar 1.0 1 1.01 1.0 0 1.0 1A 1 1.0 1 1.0 1 1.01 1.0 1 1.01 1.01 1.0 1 1.0
07:00 AM 0 0 0 0 0 0 52 0 0 52 0 0 0 0 0 0 131 0 0 131 183
07:15 AM 0 0 0 0 0 3 74 0 0 77 0 0 0 0 0 0 160 5 0 165 242
0730 AM 0 0 1 0 1 7 98 0 0 105 0 0 0 0 0 0 256 0 0 256 362
07:45 AM 0 0 0 0 0 5 95 0 0 100 0 0 0 0 0 0 299 4 0 303 403
Total 0 0 1 0 1 15 319 0 0 334 0 0 0 0 0 0 846 9 0 855 1190
08:00 AM 1 0 1 0 2 8 88 0 0 96 0 0 0 0 0 0 212 3 0 215 313
08:15 AM 1 0 1 0 2 6 118 0 0 124 0 0 0 0 0 0 212 0 0 212 338
08:30 AM 1 0 1 0 2 5 128 0 0 133 0 0 0 0 0 0 199 1 0 200 335
08:45 AM 0 0 0 0 0 6 90 0 0 96 0 0 0 0 0 0 244 1 0 245 341
head TOW 3 0 4 0 7 40 743 0 0 783 0 0 0 0 0 0 173 14 0 1727 2,517
Approh % 42.9 0.0 57.1 0.0 5.1 94.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 99.2 0.8 0.0
ToW % 0.1 0.0 0.2 0.0 0.3 1.6 29.5 0.0 0.0 31.1 0.0 0.0 0.0 0.0 0.0 0.0 68.1 0.6 0.0 68.6
r ifVwrF= W.W AIR w w
West Entrance to property
Southbound
Ivy Rd.
Westbound Northbound
Ivy Rd.
Eastbound
fAutum Rijht Tlmt tae Pads Rigtd Thm Loft Pods T RW Tde LA Pads TOW RW Thm Left Pads
0 0
r ifVwrF= W.W AIR w w AIR -rWC1 Ox
0 0
hteneWw 07:30 AM
0 986
0.0 0.0 0.0
Volun 2 0 3 0 5
Peroad 40.0 0.0 60.0 0.0
0 30307:45 0 0 0 0 01Vd=C
0 0 0 0 0 0 299
PukFador
0 303
High 1d.08:00 AM
Volama 1 0 1 0 2
Peak Fedor 0.625
26 399 0 0 425
6.1 93.9 0.0 0.0
5 95 0 0 100
08:15 AM
6 118 0 0 124
0.857
0 0 0 0 0 0 979 7 0 986
0.0 0.0 0.0 0.0 0.0 99.3 0.7 0.0
0 0 0 0 0 0 299 4 0 303
6:45:00 AM 07:45 AM
0 0 0 0 0 0 299 4 0 303
0.814
ha.
Total
1416
403
0.878
Peggy Malone & Associates, Inc.
888) 247 -8602
Entrance to Lee Tennis Products File Name : West Entrance & Ivy PM
Site Code : 00003396
Start Date : 11/15/2006
Page No : 1
West Enbwwe t0 Prr
Southbound
8hat7See aw 1 11ne 1 LeR_ I P46 RW I M- I UftI PWSI I PW I Um I r W I 7t-I 1A 1 lO&
04:15 PM 3 0 2 0 5 2 164 0 0 166 0 0 0 0 0 0 115 0 0 115 286
04:30 FM 0 0 2 0 2 3 213 0 0 216 0 0 0 0 0 0 126 0 0 126 344
04:45 FM 1 0 5 0 6 2 208 0 0 210 0 0 0 0 0 0 105 0 0 105 321
Total 4 0 14 0 18 11 781 0 0 792 0 0 0 0 0 0 487 0 0 487 1297
05:00 PM 4 0 9 0 13 1 230 0 0 231 0 0 0 0 0 0 122 0 0 122 366
05:15 FM 0 0 5 0 5 0 239 0 0 239 0 0 0 0 0 0 130 0 0 130 374
05:30 FM 2 0 3 0 5 1 2 234 0 0 236 0 0 0 0 0 0 121 0 0 121 362
05:45 PM 0 0 0 0 0 0 241 0 0 241_ _0 0 0 0 0 0 91 0 0 91 332
Gmnd Total 10 0 31 0 41 14 172
5
0 0 1739 0 0 0 0 0 0 951 0 0 951 2731
Apprch % 24.4 0.0 75.6 0.0 0.8 99.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100. 0.0 0.0
Total % 0.4 0.0 1.1 0.0 1.5 0.5 63.2 0.0 0.0 63.7 0.0 0.0 0.0 0.0 0.0 0.0 34.8 0.0 0.0 34.8
IntamX tiom 05:00 PM
0 947
0.3 99.7
vol m 6 0 17 0 23
Peroead 26.1 0.0 73.9 0.0
005:15 0 0 5 0 5'
Volomo
0 0
0.982
Peak Factor
0.892
High Int.05:00 PM
Volume 4 0 9 0 13
Peak Factor 0.442
3 944 0 0 947
0.3 99.7 0.0 0.0 0.0
0 239 0 0 239
05:45 PM PM
0 130
0 241 0 0 241 0 130 0 0
0.982
0 0 0 0
0.0 0.0 0.0 0.0
0 0 0 0
3:45:00 PM
0 130
0 0 0 0
0
0
0
0 464 0 0 464
0.0 1000.0.0 0.0
0 130 0 0 130
05:15 PM
0 130 0 0 130
0.892
1434
374
0.959
Peggy Malone & Associates, Inc.
888) 247 -8602
Entrance to Northridge Health Services File Name : East Entrance & Ivy AM
Site Code : 00003395
Start Date : 11/15/2006
Page No : 1
n"M u,e a inr eL 1 - V®hidm
East entrarl0e to prgmty Ivy Rd. I Ivy nu.
goutltbowd Wadbound Nort1ft" Eastbound
Suctum 1 RW I U. I U1 p.& I U- [ a8 Pdt =' Risk n. LaR Pedt " RW ifiw I eB Peda
TOW
V IAM Java
07:15 AM 1 0 4 0 5 5 71 0 0 76 0 0 0 0 0 0 167 1 0 168 249
07 :30 AM 1 0 4 0 5 19 101 0 0 120 0 0 0 0 0 0 268 1 0 269 394
07:45 AM 0 0 3 0 3 27 92 0 0 119 0 0 0 0 0 0 306 6 0 312 434
Total 3 0 16 0 19 59 316 0 0 375 0 0 0 0 0 0 877 9 0 886 1280
08:00 AM 2 0 7 0 9 30 84 0 0 114 0 0 0 0 0 0 226 2 0 228 351
08:15 AM 1 0 8 0 9 39 127 0 0 166 0 0 0 0 0 0 228 7 0 235 410
08:30 AM 1 0 2 0 3 22 122 0 0 144 0 0 0 0 0 0 195 1 0 196 343
08:45 AM 3 0 13 0 16 28 90 0 0 118 0 0 0 0 0 0 224 9 0 233 367
Total 7 0 30 0 37 119 423 0 0 542 0 0 0 0 0 0 873 19 0 892 1471
Gcwd Total 10 0 46 0 56 178 739 0 0 917 0 0 0 0 0 0 170 28 0 1778 2751
Appm& %17.9 0.0 82.1 0.0 19.4 80.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 98.4 1.6 0.0
Total %0.4 0.0 1.7 0.0 10 6.5 26.9 0.0 0.0 33.3 0.0 0.0 0.0 0.0 0.0 0.0 63.6 1.0 0.0 64.6
Intersection 07:30 AM
0 5191
22.2 77.8
VOloaw 4 0 22 0 26
Pat oat 15.4 0.0 84.6 0.0
007:45 0 0 3 0 3
Vohmw
6 0
0.782
Pads Factor
0.837
G& Ent.08:00 AM
WIN=2 0 7 0 9
Peak Factor 0.722
115 404 0 0 5191
22.2 77.8 0.0 0.0 0.0
27 92 0 0 119
08:15 AM AM
0 312
39 127 0 0 166 0 306 6 0
0.782
0 0 0 0
0.0 0.0 0.0 0.0
0 0 0 0
6:45:00 AM
0 312
0 0 0 0
4
0
0
0
102 16 0 104418
0.0 98.5 1.5 0.0
0 306 6 0 312
07:45 AM
0 306 6 0 312
0.837
1589
434
0.915
Peggy Malone & Associates, Inc.
888) 247 -8602
Entrance to Northridge Health Services File Name : East Entrance & Ivy PM
Site Code : 00003395
Start Date :11/15/2006
Page No : 1
Grp UM Prb*ML 1 _ Vahlnlee
R.A7.1 Rightt I Thm I 1wR I tads I T Ram 11uu Uft Fads Rigla 7wn Las Fads
xan< o.00
R rnm Las Fads
2 0
Fawn 1 1.01 1.01 1.01 1.0
0.250
17o 1.0 1.0 1 - .0 - 1 1.0 1 1.01 1.01 1.01
TOW
1.0 1 lA 1.0 1.0
Tod1
04:00 FM 8 0 18 0 26 13 186 0 0 199 0 0 0 0 0 0 136 1 0 137 362
04:15 PM 2 0 25 0 27 5 179 0 0 184 0 0 0 0 0 0 123 2 0 125 336
04:30 FM 6 0 27 0 33 1 214 0 0 215 0 0 0 0 0 0 121 0 0 121 369
04:45 PM 4 0 28 0 32 3 209 0 0 212 0 0 0 1 1 0 109 0 0 109 354
ToW 20 0 98 0 118 22 788 0 0 810 0 0 0 1 1 0 489 3 0 492 1421
05:00 FM 2 0 41 0 43 2 227 0 0 229 0 0 0 0 0 0 136 0 0 136 408
05:15 FM 1 0 19 0 20 2 240 0 0 242 0 0 0 0 0 0 128 1 0 129 391
05:30 FM 2 0 14 0 16 4 219 0 0 223 0 0 0 0 0 0 122 0 0 122 361
05:45 PM 4 0 7 0 I1 8 233 0_0 241 0 0 0 0 0 0 82 1 0 83 335
Grand Total 29 0 179 0 208 38 170 0 0 1745 0 0 0 1 1 0 957 5 0 962 2916
Appmh % 13.9 0.0 86.1 0.0 2.2 97.8 0.0 0.0 0.0 0.0 0.0 1000. 0.0 99.5 015 0.0
Total % 1.0 0.0 6.1 0.0 7.1 1.3 58.5 0.0 0.0 59.8 0.0 0.0 0.0 0.0 0.0 0.0 32.8 0.2 0.0 33.0
b9ameo ion
East entrance to property Ivy Rd.
898
Ivy Rd.
Volume
Southbound Westbound Northbound Eastbound
18ac176m Right I 7tw I Lab I Fads Right n- LaR Pads R Thm Ls@ Fads Right ltan Lsft Fads Wxan< o.00 Pb1 m oges tae .
0 0
T
b9ameo ion 04:30 PM
0 898
0.9 99.1
Volume 13 0 115 0 128
Peacad 10.2 0.0 89.8 0.0
0
05:00
2 240 0 0 242
Volume 2 0 41 0 43
Peak Factor
0.250
ITio hs.05:00 PM
Volume 2 0 41 0 43
Peak Factor 0.744
8 890 0 0 898
0.9 99.1 0.0 0.0
2 227 0 0 229
05 :15 PM
0 0 0
2 240 0 0 242 0 0 0 1
0.928
0 0 0 1 1
0.0 0.0 0.0 100
0 136 0
0
13600000
04:45 FM
0 0 13600011
0.250
0 494 1 0 495
0.0 99.8 0.2 0.0
0 136 0 0 136
05:00 PM
0 136 0 0 136
0.910
TOW
1522
408
0.933
Peggy Malone and Associates
904- 992 -8072
0
File Name Moser Radiation Driveway & Ivy Rd AM
Site Code 00003005
Start Date 8/5/2008
Page No 1
rSm,ms PriMaf_ Vnhlr"
08:00 AM
Moser Radiation Driveway
0 0
ivy Rd
1 0 93 0 0 93 0 0
Ivy Rd
0 0 0 230
Southbound
0 232
Westbound
8:I0SAM 0
Northbound
0 0
Eastbound
2 116
SartToie Rig1u TMo VO Peb
0
Right Tiw Le8 Pads Toni Right 71w IeR Pods TW Right n.Leo Peels Tw Tool
I--I.0 1.0 1.0 1.0
0
1.0 1.0 1.0 1A
0
1.0 1.0 1.0 1.0
0
1.0 1.0 I.0 1.0
1 107
07:00 AM 3 0 2 0 5 1 29 0 0 29 0 0 0 0 0 0 84 0 0 84 118
07:ISAM 0 0 2 0 2 2 62 0 0 64 0 0 0 0 0 0 145 0 0 145 211
07:30 AM I 0 1 0 2 0 74 0 0 74 0 0 0 0 0 0 193 1 0 194 270
07:45 AM1
56.3
0 2 0 3 1 9 136 0 0 145 1 0 0 0 0 0 1 0 229 t 0 230 378
Total 5 0 7 0 12 12 300 0 0 312 0 0 0 0 0 0 651 2 0 633 977
08:00 AM 1 0 0 0 1 0 93 0 0 93 0 0 0 0 0 0 230 2 0 232 326
8:I 0SAM 0 0 0 0 0 2 116 0 0 118 0 0 0 0 0 0 230 0 0 230 348
08:30 AM 1 0 0 0 1 1 119 0 0 120 0 0 0 0 0 0 19$0 0 195 316
08.45 AM 0 0 2 0 2 1 107 0 0 108 0 0 0 0 0 0'198 0 0 198 308
Total 2 0 2 0 4 4 435 0 0 439 0 0 0 0 01 0 853 2 0 855 1298
16 751 0 1508 2275
Apprch %43.8 0.0 56.3 0.0 I 21979 Q0 0.0 I 0.0 0.0 0.0 0.0 0.0 99.7 03 0.0
Total %0.3 0.0 0.4 0.0 0.7 0.7 32.3 0.0 0.0 33.0 0.0 0.0 0.0 0.0 0.0 i 0.0I 66.1 0.2 0.0 66.3
rac swoT riven
Intersection
Moser Radiation Driveway
Southbound
Ivy Rd
Westbound Northbound
Ivy Rd
Eastbound
Stan Tiie Right 1 TMu 1.e0 Peels ToW Right Thre [.e0 Peels ToW Right Thro I.e1l Peels T M. Len
rac swoT riven
Intersection
viw :+a
WAS AM
un :.:va
Volume 3 0 2 0 5 12 464 0 0 476 0 0 0 0
Percent 60.0 0.0 40.0 0.0 2.5 97.5 0.0 0.0 0.0 0.0 0.0 0.0
WAS 1 0 2 0 3 9 136 0 0 145 0 0 0 0
Volume
Peale Factor
Fright lot.07:45 AM 07:45 AM 6:45:00 AM
Volume 1 0 2 0 3 9 136 0 0 145 0 0 0 0
Peak Factor 0.417 0.821
oi.i iPeel
0 0 884 3 0 887 1368
0.0 99.7 03 0.0
0 0 229 1 0 230 378
0.905
08:00 AM
0 0 230 2 0 232
0.956
Peggy Malone and Assn
904 -992 -8072
File Name
Site Code
Start Date
Page No
dates
Moser Radiation Driveway & Ivy Rd PM
00003005
8/5/2008
1
TIM I RI& I Thm I Lett I Polo I TaN I Ri1a I Thru I L-R I Pedt I Total TM I L a I Pads I W&
04:13 PM 0 0 2 0 2 0 166 0 0 166 0 0 0 0 0 0 130 0 0 130 29804:30 PM 1 0 3 0 4 0 186 0 O 186 0 0 0 0 0 0 128 0 0 128 31804:15 PM 0 0 l 0 1 0 201 0 0 201 0 0 0 0 0 0 120 0 0 120 322Taal106071173000731000000498004981236
05:00 PM 0 0 0 0 0 0 222 0 0 222 0 0 0 0 0 0 132 0 0 132 35405:1 S PM 0 0 0 0 0 0 250 0 0 250 0 0 0 0 0 0 113 0 0 113 36305:30 PM 1 0 0 0 1 0 243 0 0 243 0 0 0 0 0 0 110 0 0 110 35405:45 PM 0 0 0 0 0 0 228 0 0 228 0 0 0 0 0 0•87 0 0 87 315Totalt0001094300943000000442004421386
hood Total 2 0 6 0 8 I l 1673 0 0 1674 0 0 0 0 0 0 940 0 0 940 2622
Appech %25.0 0.0 75.0 0.0 0.1 99.9 0.0 0.0 I OA 0.0 0.0 0.0 0.0 100,0.0 0,0
Total%0.1 0.0 0.2 0,0 I0.3 0.0 63.8 0.0 0.0 63.8 0.0 0.0 0.0 00 00 0.0 3S.9 0.0 0.0 35.9
Intersection
Moser Radiation Driveway Ivy Rd Ivy RdSouthboundWestboundNorthboundEastbound
Start Thm Right Tl-a Leo I Pelt T 41 Rlatt Theo Loll Pedt I ='Right TMo Loo Po&Ri81a Then L-6 Padt
1 0 1
Pak Hour Pean04:00 PM to 05:45 PM • Peak I of I
0 916
ToW Total ToW
Intersection 04:45 PM
Volans 1 0 1 0 2 0 916 0 0 916 0 0 0 0 0 0 475 0 0 475 1393
Petcant 0.0 0.0 $0.0 0.0 0.0 100
0 0.0 0.0 OA 0.0 0.0 0.0 t00
OA OA 0.0
0515
0.
Volume 0 0 0 0 0 0 250 0 0 250 0 0 0 0 0 0 113 0 0 Ili 363
Pak Factor
Hio lot.04:45 PM 05:15 pm 3:45:00 PM 0590 PM
0.959
Volume 0 0 1 0 1 0 250 0 0 250 0 0 0 0 0 0 132 0 0 132PakFactor0.500 0.916 0,900
Peggy Malone & Associates, Inc.
888) 247 -8602
File Name : Northridge Medical and Ivy Rd.
Site Code : 00003158
Start Date : 7/22/2008
Page No : 1
Ml to Prir &A- va"rJx
07:00 AM
Northridge Medical Center
Southbound
0
Ivy Rd.
Westbound
0 4
Northbound
38 0
Ivy Rd.
Eastbound
45 0
sun ram ftw Tura to h& j AN'Tool RWK TMu tie Pads Tool lu&Thrn Les Pak Am.
7oW i6&T8n Leg Peds Tou!
im
Total
Awsw
0 0
1 1.01
0
1.01 1.01 1 1.0
187
1.0 0 l.0 IA
3
1-01 ITI 1.0 1 1
0 0
0630 AM 0 0 0 0 0
06AS AM 0 0 2 0 2
1
1 7
26 0 0
31 0 0
27
38
0
0
0 0 0
Q 0 0
0
0
0
0
105 0 0
132 0 0
105
132
132
172
Total 0 0 2 0 2 8 57 0 0 65 0 0 0 0 0 0 237 0 0 237 304
07:00 AM 1 0 3 0 4 7 38 0 0 45 0 0 0 0 0 0 99 0 0 99 148
07:15 AM 0 0 2 0 2 13 60 0 0 73 0 0 0 0 0 0 184 3 0 187 262
07:30 AM 0 0 3 0 3 22 75 0 0 97 0 0 0 0 0 0 208 4 0 212 312
07:45 AM 0 0 5 0 5 43 85 0 0 128 0 0 0 0 0 0 252 7 0 259 392
Total 1 0 13 0 14 85 258 0 0 343 f 0 0 0 0 0 0 743 14 0 7S7 1114
08:00 AM 0 0 0 4 4 32 101 0 0 133 0 0 0 0 0 0 240 6 0 246 383
08:15 AM 1 0 10 0 11 40 72 0 0 112 0 0 0 0 0 0 229 9 0 238 361
08:30 AM 0 0 8 0 8 17 82 0 0 99 0 0 0 0 0 0 236 10 0 246 353
08:45 AM 0 0 12 0 12 24 99 0 0 123 0 0 0 0 0 0 219 9 0 228 363
Total 1 0 30 4 35 113 354 0 0 467 1 0 0 0 0 0 0 924 34 0 958 1460
09:00 AM 1 0 15 1 17 25 91 0 0 L16 0 0 0 0 0 0 166 2 0 168 301
09:15 AM 4 0 17 0 21 32 89 0 0 121 0 0 0 0 0 0 179 1 0 180 322
09:30 AM 3 0 21 0 24 20 76 0 0 96 0 0 0 0 0 0 162 3 0 165 285
09:45 AM 5 0 17 0 22 26 93 0 0 119 0 0 0 0 0 0 173 2 0 175 316
TOUT 13 0 70 1 84 103 349 0 0 452 0 0 0 0 0 0 680 8 0 688 1224
10:00 AM 3 0 20 0 23 19 93 0 0 112 0 0 0 0 0 0 112 0 0 112 247
10:15 AM 1 0 24 0 25 21 95 0 0 116 0 0 0 0 0 0 Ito 5 0 1 15 256
10:30 AM 2 0 26 0 28 19 83 0 0 102 0 0 0 0 0 0 116 4 0 120 250
10:45 AM 3 0 16 0 19 15 102 0 0 117 0 0 0 0 0 0 125 6 0 131 267
Toni 9 0 86 0 95 74 373 0 0 4471 0 0 0 0 0 0 463 15 0 478 1020
11:00 AM 1 0 18 0 19 16 0 0 112 0 0 0 0 0 0 131 0 0 131 262
11:15 AM 0 0 21 0 21 18 109 0 0 127 0 0 0 0 0 0 133 2 0 135 283
1130 AM 3 0 19 0 22 9 97 0 0 106 0 0 0 0 0 0 105 3 0 log 236
11:45 AM 3 0 17 0 20 9 126 0 0 135 0 0 0 0 0 0 111 1 0 112 267
Total 7 0 75 0 82 52 428 0 0 480 0 0 0 0 0 0 480 6 0 486 1048
12.00 PM 2 0 29 0 31 10 131 0 0 141 0 0 0 0 0 0 106 0 0 tO6 278
12:15 PM 3 0 17 0 20 9 143 0 0 152 0 0 0 0 0 0 111 0 0 111 283
1230 PM 1 0 16 0 17 16 126 0 0 142 0 0 0 0 0 0 124 1 0 125 284
12:45 PM 0 0 10 0 10 13 108 0 0 121 0 0 0 0 0 0 143 1 0 144 275
Total 6 0 72 0 78 48 SM 0 0 556 0 0 0 0 0 0 484 2 0 486 1120
01:00 PM 2 0 14 0 16 17 116 0 0 133 0 0 0 0 0 0 99 0 0 99 248
01:15 PM 2 0 12 0 14 21 125 0 0 146 0 0 0 0 0 0 106 6 0 112 272
0130 PM 3 0 10 0 13 l9 121 0 0 140 0 0 0 0 0 0 120 0 0 120 273
01:45 PM 0 0 16 0 16 16 toll 0 0 124 0 0 0 0 0 0 103 1 0 104 244
Tout 7 0 52 0 59 73 470 0 0 543 0 0 6 0 0 0 428 7 0 435 037
02100 PM 0 0 20 0 20 15 107 0 0 122 0 0 0 0 0 0 104 2 0 106 248
02:15 PM 7 0 16 0 23 16 115 0 0 131 0 0 0 0 0 0 ill 2 0 114 268
0230 PM 5 0 16 0 21 8 121 0 0 129 0 0 0 0 0 0 132 1 0 133 283
02:45 PM 1 0 14 0 15 16 140 0 0 156 0 0 0 0 0 0 102 3 0 105 276
Tout 13 0 66 0 79 55 483 0 0 538 o o o o 0 0 450 8 0 458 1075
03:OOPM 2 0 12 0 14 17 113 0 0 130 0 0 0 0 0 0 105 4 0 t09 2S3
03:15 PM 4 0 21 0 25 9 151 0 0 160 0 0 0 0 0 0 114 1 0 115 300
0330 PM 4 0 26 0 30 14 178 0 0 192 0 0 0 0 0 0 93 2 0 95 317
03:45 PM 3 0 Is 0 21 IS 181 0 0 196 0 0 0 0 0 0 111 1 0 112 329
Total 13 0 77 0 90 55 623 0 0 678 0 0 0 0 0 0 423 8 0 431 1199
04:00 PM 2 0 20 0 22 3 186 0 0 189 0 0 0 0 0 0 107 1 0 log 319
0415 PM 1 0 16 0 17 3 161 0 0 164 0 0 0 0 0 0 Il3 1 0 114 295
04:30 PM 5 0 17 0 22 4 160 0 0 164 0 0 0 0 0 0 113 0 0 113 299
04A5 PM 4 0 20 1 2S 4 222 0 0 226 0 0 0 0 0 0 120 0 0 120 371
Total 12 0 73 1 86 14 729 0 6 743 0 0 0 0 0 0 453 2 0 455 1284
050 PM 4 0 29 0 33 0 244 0 0 244 0 0 0 0 0 0 toy 1 0 106 383
05:15 PM 2 0 10 0 12 3 253 0 0 256 0 0 0 0 0 0 113 0 0 113 381
05:30 PM 3 0 10 0 13 1 258 0 0 259 0 0 0 0 0 0 106 0 0 106 378
05:45 PM 0 0 7 0 7 5 212 0 0 217 0 0 0 0 0 0 too 0 0 loo 324
Total 9 0 S6 0 65 9 967 0 0 976 0 0 00 0 0 424 1 0 425 1466
06:00 PM 2 0 l0 0 12 1 200 0 0 201 0 0 0 0 0 0 104 0 0 104 317
06:15 PM 0 0 0 0 0 0 197 0 0 197 0 0 0 0 0 0 119 0 0 119 316
Oand Total 93 0 682 6 781 690 5996 0 0 6686 0 0 0 0 0 0 6412 105 0 6517 13984
Appro6 %11.9 0.0 87.3 0.8 10.3 89.7 0.0 O.o 0.0 0.0 0.0 0.0 0.0 98.4 1.6 0.0
Total %0.7 0.0 4.9 OA S.6 4.9 42.9 0.0 0.0 47.8 0.0 0.0 0.0 0.0 0.0 0.0 45.9 0.8 0.0 46.6
Peggy Malone 8t Associates, Inc.
888) 247 -8602
File Name : Northridge Medical and Ivy Rd.
Site Code : 00003158
Start Date : 7/22/2008
Page No :2
RkhI TkuI Left Pak
0 0 957
Southbound
0 989
Westbound
0.0 %.8 3.2
Northbound
S41A Tlms Right I Tlaw I La! I Pak Tool Right n-Leg Pak Tow Right Tlw Leo Pods
Pak Hour From W.30 AM t0 W.45 1 OF I
7 0 259
0.955
Inuasection WAS AM
Volume 1 0 23 4 28 132 340 0 0 472 0 0 0 0
Percent 3.6 0.0 82.1 143 28.0 72.0 0.0 0.0 0.0 0.0 0.0 0.0
07.45 0 0 5 0 5 43 85 0 0 128 0 0 0 0
Volume
Peak Factor
M$b Int.08:15 AM 08:00 AM 6:15:00 AM
Volume 1 0 10 0 11 32 101 0 0 133 0 0 0 0
Peak Factor 0.636 0487
Peak Hour From 10.00 AM to 01:45 PM - Peck 1 of I
Imteneotion 12:00 PM
Volume 6 0 72 0 78 48 508 0 0 556 0 0 0 0
Petocnt 7.7 0.0 92.3 0.0 8.6 91A 0.0 0.0 0.0 0.0 0.0 0.0
1230
1 0 16 0 17 16 126 0 0 142 0 0 0 0
Volume
Peak Factor
High Int.12:00 PM 12:15 PM
Volume 2 0 29 0 31 9 143 0 0 152 0 0 0 0
Peak Factor 0.629 0.914
Peak Hour From 02:00 PM to 06:15 PM • Peak 1 of 1
lotersecticn 04.45 PM
Volume 13 0 69 1 83 8 977 0 0 985 0 0 0 0
Per mt 15.7 0.0 83.1 1.2 0.8 991 0.0 0.0 0.0 0.0 0.0 0.0
05.00 4 0 29 0 33 0 244 0 0 244 0 0 0 0
Volume
Peak Factor
High la 05.:00 PM 05:30 PM
Vokume 4 0 29 0 33 1 258 0 0 259 0 0 0 0
Peak Factor 0.629 0.951
RkhI TkuI Left Pak
0 0 957 32 0 989 1489
0.0 %.8 3.2 0.0
0 0 252 7 0 259 392
0.950
WAS AM
0 -0 252 7 0 259
0.955
0 0 484 2 0 486 1120
0.0 "A 0.4 0.0
0 0 124 1 0 125 284
0.986
12AS PM
0 0 143 1 0 144
0.844
0 0 444 1 0 445 1513
0.0 99.8 0.2 0.0
0 0 105 1 0 106 383
0.988
04.45 PM
0 0 120 0 0 120
0.927
Malone 8 Associates Inc.
WEEKLY SUMMARY Page:1
Starting:11/14/2006
Site Reference: 869700000000 File: D1113001.prn
Site ID:869700000000 City:
Loc: Ivy Rd. s/o Ednam Dr.County:
Direction: NORTH
TIME MON TUE WED THU FRI SAT SUN WK TOT WK AVG
14 15
Lane 1 am pm am pm am pm am pm am pm am pm am pm am pm am pm
00:15 5 151 3 143 8 294 4 147
00:30 3 154 2 169 5 323 2 161
00:45 5 140 4 123 9 263 4 131
01:00 4 136 2 140 6 276 3 138
01:15 3 123 6 124 9 247 4 123
01:30 3 123 0 113 3 236 1 118
01:45 5 145 1 119 6 264 3 132
02:00 1 142 3 117 4 259 2 129
02:15 1 116 4 110 5 226 2 113
02:30 3 121 1 151 4 272 2 136
02:45 1 165 3 151 4 316 2 158
03:00 4 138 3 121 7 259 3 129
03:15 0 151 2 132 2 283 1 141
03:30 2 142 2 159 4 301 2 150
03:45 5 144 1 149 6 293 3 146
04:00 4 151 7 167 it 318 5 159
04:15 2 175 4 167 6 342 3 171
04:30 1 140 6 151 7 291 3 145
04:45 4 161 4 163 8 324 4 162
05:00 8 137 11 160 19 297 9 148
05:15 11 142 17 185 28 327 14 163
05:30 20 158 28 164 48 322 24 161
05:45 36 139 37 144 73 283 36 141
06:00 44 105 53 108 97 213 48 106
06:15 59 116 48 120 107 236 53 118
06:30 82 134 94 107 176 241 88 120
06:45 108 100 112 105 220 205 110 102
07:00 123 67 129 109 252 176 126 88
07:15 137 69 145 62 282 131 141 65
07:30 213 62 183 62 396 124 198 62
07:45 287 66 261 45 548 111 274 55
06:00 293 42 323 41 616 83 308 41
08:15 244 31 246 31 490 62 245 31
08:30 230 39 246 43 478 82 239 41
08:45 234 29 210 41 444 70 222 35
09:00 253 35 252 51 505 86 252 43
09:15 215 23 189 23 404 46 202 23
09:30 187 45 197 45 384 90 192 45
09:45 147 26 203 26 350 52 175 26
10:00 152 27 143 27 295 54 147 27
10:15 136 13 152 37 288 50 144 25
10:30 169 17 148 13 317 30 158 15
10:45 145 15 137 19 282 34 141 17
11:00 136 15 138 22 274 37 137 18
11:15 124 14 124 10 248 24 124 12
11:30 151 8 166 8 317 16 158 8
11:45 140 10 139 11 279 21 139 10
12:00 141 8 151 10 292 18 146 9
TOTALS 0 8691 8840 0 0 0 0 17531 8747
AM Times 7 :45 7 :45 7:45 7:45
AM Peaks 1054 1078 2132 1066
PM Times 16:00 16:45 16:00 16:00
PM Peaks 627 672 1275 637
Site Reference: 868800000000
Site ID: 868800000000
Loc: Ivy Rd. s/o Ednam Dr.
Direction: SOUTH
TIME MON TUE WK AVG
14
Lane 1 am pm am pm
00:15 12 129
00:30 9 136
00:45 10 144
01:00 7 136
01:15 5 152
01:30 6 161
01:45 3 158
02:00 4 136
02:15 2 170
02:30 2 168
02:45 4 150
03:00 3 148
03:15 7 133
03:30 2 185
03:45 2 202
04:00 0 199
04:15 1 197
04:30 1 210
04:45 5 217
05:00 0 215
05:15 2 236
05:30 5 256
05:45 2 276
06:00 9 226
06:15 23 202
06:30 22 202
06:45 31 165
07 :00 44 160
07:15 74 126
07 :30 99 123
07:45 138 119
08:00 147 75
08:15 126 95
08:30 149 120
08:45 160 85
09:00 144 92
09:15 123 86
09:30 116 81
09:45 128 63
10:00 119 59
10:15 109 44
10:30 116 78
10:45 117 30
11:00 116 19
11:15 103 28
11:30 145 24
11:45 133 14
12:00 125 14
TOTALS 0 9154
AM Times
457
8:00
AM Peaks
15
582
PM Times
400
17:15
PM Peaks
18
994
Malone & Associates Inc.
WEEKLY SUMMARY
Starting:11/14/2006
File: D1113002.prn
City:
County:
Page: 1
WED THU FRI SAT SUN WK TOT WK AVG
15
am pm am pm am pm am pm am pm am pm am pm
12 133 24 262 12 131
6 146 15 282 7 141
9 132 19 276 9 138
3 161 10 297 5 148
2 133 7 285 3 142
3 135 9 296 4 148
6 152 9 310 4 155
1 159 5 295 2 147
6 151 8 321 4 160
3 172 5 340 2 170
9 149 13 299 6 149
3 150 6 298 3 149
1 155 8 288 4 144
1 150 3 335 1 167
1 174 3 376 1 188
2 203 2 402 1 201
2 190 3 387 1 193
0 195 1 405 0 202
4 226 9 443 4 221
1 209 1 424 0 212
6 247 8 483 4 241
7 248 12 504 6 252
1 237 3 513 1 256
5 231 14 457 7 228
15 198 38 400 19 200
18 179 40 381 20 190
41 171 72 336 36 168
59 150 103 310 51 155
72 143 146 269 73 134
81 125 180 248 90 124
132 110 270 229 135 114
129 103 276 178 138 89
122 92 248 187 124 93
173 94 322 214 161 107
148 98 308 163 154 91
132 117 276 209 138 104
132 88 255 174 127 87
113 74 229 155 114 77
92 57 220 120 110 60
162 51 281 110 140 55
97 36 206 80 103 40
108 53 224 131 112 65
109 42 226 72 113 36
110 26 226 45 113 22
122 16 225 44 112 22
134 18 279 42 139 21
132 20 265 34 132 17
127 12 252 26 126 13
8965 0 0 0 0 18119 9038
8:30 8:30 8:30
585 1161 580
17:15 17:15 17 :15
963 1957 977
Existing Parking Occupancy Counts
M , and Associates, Inc.
Recorded by: Katrina Mader Date: Wednesday, July 16, 2008
Parking Area
Total No. of
Spaces
10:
00 AM 11:
00 AM 12:
00 PM 1:
00 PM 2:
00 PM 3:
00 PM 4:
00 PM 5:
00 PM 6:
00 PM
Staff 88 81 83 81 80 80 75 68 44 9
Northridge Health
Services Center Visitors
and 165 109 140 118 106 145 122 121 41 7
Patients
Kirtiey Office Building (BOB) -21 0 0 0 0 0 0 0 0 0vacant
Kirtiey Warehouse - vacant 41 0 0 0 0 0 0 0 0 0
Sieg Warehouse 64 19 17 21 18 17 23 14 14 14
Moser Building 22 11 10 10 10 11 7 8 4 1
Total 401 220 250 230 214 253 227 211 103 31
Northridge Development
Occupancy Counts
K:\ Project \TPTO\ 117008000- Northridge_
TIA_Update \3 Project Data \3 -03 Field Work \Data Collection\ Parking _Occupancy_
July_
16_
2008.xis
pp it
F'
1 Kin>
fey M
M and Associates, Inc.
Recorded by: Katrina Mader Date: Thursday, July 17, 2008
Parking Area
Total No. of
8:
00 AM 9:
00 AM 10:
00 AM 11:
00 AM 12:
00 PM 1:
00 PM 2:
00 PM 3:
00 PM 4:
00 PM
Spaces
Staff 88 37 70 71 77 73 72 64 57 55
Northridge Health
Services Center Visitors
and 165 69 126 139 139 117 109 112 117 95
Patients
Kirdey Office Building (BOB) -21 0 0 0 0 0 0 0 0 0
vacant
Kirtley Warehouse - vacant 41 0 0 0 0 0 0 0 0 0
Sieg Warehouse 64 18 17 19 17 16 16 16 17 16
Moser Building 22 5 7 8 6 6 10 9 10 8
Total 401 129 220 237 239 212 207 201 201 174
Northridge Development
Occupancy Counts
K:\ Project \TPTO\ 117008000- Northridge_
TIA_Update \3 Project Data \3 -03 Field Work \Data Collection\ Parking _Occupancy_
July_
16_
2008.x1s
Signal Warrant Analysis
Ivy Road /Northridge Main Entrance
Northrid Development _
TRAFFIC SIGNAL VOLUME WARRANT ANALYSIS
INTERSECTION NAME: Iv RosdlNorMKidge Main Entrance
f
COUNT DATE: t Jul 2
8 !
INTERSECTION CONDITION:
MAJOR STREET: Road t # OF APPROACH LANES: I
MINOR STREET: Nordtridg Male Entrance # OF APPROACH LANES: # 1_
ISOLATED COMMUNITY WITH POPULATION LESS THAN 10,
000 (Y OR N): N
85TH PERCENTILE SPEED GREATER THAN 40 MPH ON MAJOR STREET (Y OR N): _ Y
WARRANT 1 — Eight-
Hour
Vehicular Volume Warrant
Condition A : Minimum Vehicular Volume
Condition B : Interruption of Continuous Traffic
Combination : Combination of Condition A and Condition B
WARRANT 2 — Four -Hour Vehicular Volume Warrant
WARRANT 3 — Peak Hour Warrant
MAJOR ST
BOTH
APPROACHES
MINOR ST
HIGHEST
APPROACH
WARRANT 1, Condition A WARRANT 1 Condition B WARRANT 1, Combination Warrant
WARRANT 2 WARRANT 3
MAJOR
STREET
MINOR
STREET
BOTH
MET
MAJOR
STREET
MINOR
STREET
BOTH
MET
CONDITION A CONDITION B
MAJOR
STREET
MINOR
STREET
BOTH
MET
MAJOR
STREET
MINOR
STREET
BOTH
MET
THRESHOLD VALUES No 350 105 525 53 400 120 800 60
05:
00 AM TO 07:
00 AM
07:
00 AM TO 08:
00 AM 1,
015 13 Y Y Y Y
08:
00 AM TO 08:
00 AM 1,
312 30 Y Y Y Y
09:
00 AM TO 10:
00 AM 1,
037 70 Y Y Y Y Y Y Y Y Y
10 AM TO 11:
00 AM 851 as Y Y Y Y Y Y Y Y Y
11:
00 AM TO 12:
00 PM 914 75 Y Y Y Y Y Y Y Y Y
1200 PM TO 01:
00 PM 994 72 Y Y Y Y Y Y Y Y Y
01:
00 PM . TO 02:
00 PM 905 52 Y Y Y Y
02:
00 PM TO 03:
00 PM 941 Be Y Y Y Y Y Y Y Y Y
03:
00 PM TO 04:
00 PM 1,
054 77 Y Y Y Y Y Y Y Y Y Y
04:
00 PM TO 05:
00 PM 1,
184 73 Y Y Y Y Y Y Y Y Y
05:
00 PM TO 05 PM 1,
392 56 Y Y Y Y Y Y
06:
00 PM TO 07:
00 PM
07:
00 PM TO 08:
00 PM
08:
00 PM TO 09:
00 PM
09:
00 PM TO 10:
00 PM
11699 670 0 8 0 7 7 1
8 HOURS NEEDED
NOT SATISFIED
8 HOURS NEEDED
SATISFIED
8 HOURS OF BOTH COND. A AND COND. B NEEDED
NOT SATISFIED
4 HRS NEEDED
SATISFIED
1 HR NEEDED
SATISFIED
WARRANT 1 — Eight-
Hour Vehicular Volume Warrant
Condition A : Minimum Vehicular Volume
Condition B : Interruption of Continuous Traffic
Combination : Combination of Condition A and Condition B
WARRANT 2 — Four -Hour Vehicular Volume Warrant
WARRANT 3 — Peak Hour Warrant
Traffic Analysis
Ivy Road /Service Entrance
HCM Unsignalized Intersection Capacity Analysis Existing AM
3: Ivy Road & Service Entrance Northridge Developmen
4- 4.1 \ 10. 4/
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations I r F
Sign Control Free Free Stop
Grade 0%0%0%
Volume (veh /h)7 979 399 26 3 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)8 1064 434 28 3 2
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh)0
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 462 1513 434
vC1, stage 1 conf vol 434
vC2, stage 2 conf vol 1079
vCu, unblocked vol 462 1513 434
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)5.4
tF (s)2.2 3.5 3.3
p0 queue free %99 98 100
cM capacity (veh /h)1099 185 622
Direction, Lane #EB 1 EB 2 WS 1 WB 2 SB 1 SB 2
Volume Total 8 1064 434 28 3 2
Volume Left 8 0 0 0 3 0
Volume Right 0 0 0 28 0 2
cSH 1099 1700 1700 1700 185 622
Volume to Capacity 0.01 0.63 0.26 0.02 0.02 0.00
Queue Length 95th (ft)1 0 0 0 1 0
Control Delay (s)8.3 0.0 0.0 0.0 24.8 10.8
Lane LOS A C B
Approach Delay (s)0.1 0.0 19.2
Approach LOS C
Intersection Summary
Average Delay 0.1
Intersection Capacity Utilization 61.5%ICU Level of Service B
Analysis Period (min)15
Timing Plan: Existing AM Peak Synchro 6 Report
Kimley -Hom and Associates, Inc. Page 1
HCM Unsignalized Intersection Capacity Analysis Existing PM
3: Ivy Road & Service Entrance Northridge Development
Timing Plan: Existing PM Peak Synchro 6 Report
Kimley -Hom and Associates, Inc. Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations wt I f
Sign Control Free Free Stop
Grade 0%0%0%
Volume (veh/h)0 464 944 3 17 6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 504 1026 3 18 7
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh)0
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1029 1530 1026
vC1, stage 1 conf vol 1026
vC2, stage 2 conf vol 504
vCu, unblocked vol 1029 1530 1026
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)5.4
IF (s)2.2 3.5 3.3
p0 queue free %100 90 98
cM capacity (veh/h)675 189 285
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total 0 504 1026 3 18 7
Volume Left 0 0 0 0 18 0
Volume Right 0 0 0 3 0 7
cSH 1700 1700 1700 1700 189 285
Volume to Capacity 0.00 0.30 0.60 0.00 0.10 0.02
Queue Length 95th (ft)0 0 0 0 8 2
Control Delay (s)0.0 0.0 0.0 0.0 26.1 17.9
Lane LOS D C
Approach Delay (s)0.0 0.0 24.0
Approach LOS C
Intersection Summary
Average Delay 0.4
Intersection Capacity Utilization 59.7%ICU Level of Service B
Analysis Period (min)15
Timing Plan: Existing PM Peak Synchro 6 Report
Kimley -Hom and Associates, Inc. Page 1
HCM Unsignalized Intersection Capacity Analysis AM Background Unsignalized
3: Ivy Road & Service Entrance Northridge Development
1#4 -1.11.
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations I r F
Sign Control Free Free Stop
Grade 0%0%0%
Volume (veh /h)7 1151 469 26 3 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)8 1251 510 28 3 2
Pedestrians
Lane Width (ft)
Walking Speed (f /s)
Percent Blockage
Right turn flare (veh)
Median type TW LTL
Median storage veh)0
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 538 1776 510
vC1, stage 1 conf vol 510
vC2, stage 2 conf vol 1266
vCu, unblocked vol 538 1776 510
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)5.4
tF (s)2.2 3.5 3.3
p0 queue free %99 98 100
cM capacity (veh /h)1030 149 564
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SIB 1 SB 2
Volume Total 8 1251 510 28 3 2
Volume Left 8 0 0 0 3 0
Volume Right 0 0 0 28 0 2
cSH 1030 1700 1700 1700 149 564
Volume to Capacity 0.01 0.74 0.30 0.02 0.02 0.00
Queue Length 95th (ft)1 0 0 0 2 0
Control Delay (s)8.5 0.0 0.0 0.0 29.7 11.4
Lane LOS A D B
Approach Delay (s)0.1 0.0 22.4
Approach LOS C
Intersection Summary
Average Delay 0.1
Intersection Capacity Utilization 70.6%ICU Level of Service C
Analysis Period (min)15
Timing Plan: 2010 No -Build AM Synchro 6 Report
Kimley -Hom and Associates, Inc. Page 1
HCM Unsignalized Intersection Capacity Analysis PM Background Unsignalized
3: Ivy road & Service Entrance Northridge Development
4.,4 /40.
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations f If i
Sign Control Free Free Stop
Grade 0%0%0%
Volume (veh/h)0 546 1111 3 17 6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 593 1208 3 18 7
Pedestrians
Lane Width (ft)
Walking Speed (ftts)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh)0
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1211 1801 1208
vC1, stage 1 conf vol 1208
vC2, stage 2 conf vol 593
vCu, unblocked vol 1211 1801 1208
IC, single (s)4,1 6.4 6.2
IC, 2 stage (s)5.4
IF (s)2.2 3.5 3.3
p0 queue free %100 88 97
cM capacity (veh/h)576 153 223
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total 0 593 1208 3 18 7
Volume Left 0 0 0 0 18 0
Volume Right 0 0 0 3 0 7
cSH 1700 1700 1700 1700 153 223
Volume to Capacity 0.00 0.35 0.71 0.00 0.12 0.03
Queue Length 95th (ft)0 0 0 0 10 2
Control Delay (s)0.0 0.0 0.0 0.0 31.7 21.6
Lane LOS D C
Approach Delay (s)0.0 0.0 29.1
Approach LOS D
lintersec*m Summary
Average Delay 0.4
Intersection Capacity Utilization 68.5%ICU Level of Service C
Analysis Period (min)15
Timing Plan: 2010 No -Build PM Synchro 6 Report
Kimley -Hom and Associates, Inc. Page 1
HCM Unsignalized Intersection Capacity Analysis AM Build Unsignalized
3: Ivy Road & Service Entrance Northridge Development
Timing Plan: 2010 Build AM Synchro 6 Report
Kimley -Hom and Associates, Inc. Page 1
A 4,
r—k'4/
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations I F ir
Sign Control Free Free Stop
Grade 0%0%0%
Volume (veh /h)7 1156 471 27 4 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)8 1257 512 29 4 2
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TW LTL
Median storage veh)0
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 541 1784 512
vC1, stage 1 conf vol 512
vC2, stage 2 conf vol 1272
vCu, unblocked vol 541 1784 512
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)5.4
tF (s)2.2 3.5 3.3
p0 queue free %99 97 100
cM capacity (veh /h)1027 148 562
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SIB 1 SIB 2 _
Volume Total 8 1257 512 29 4 2
Volume Left 8 0 0 0 4 0
Volume Right 0 0 0 29 0 2
cSH 1027 1700 1700 1700 148 562
Volume to Capacity 0.01 0.74 0.30 0.02 0.03 0.00
Queue Length 95th (ft)1 0 0 0 2 0
Control Delay (s)8.5 0.0 0.0 0.0 30.0 11.4
Lane LOS A D B
Approach Delay (s)0.1 0.0 23.8
Approach LOS C
Intersection Summary
Average Delay 0.1
Intersection Capacity Utilization 70.8%ICU Level of Service C
Analysis Period (min)15
Timing Plan: 2010 Build AM Synchro 6 Report
Kimley -Hom and Associates, Inc. Page 1
HCM Unsignalized Intersection Capacity Analysis PM Build Unsignalized
3: Ivy Road & Service Entrance Northridge Development
Timing Plan: 2010 Build PM Synchro 6 Report
Kimley -Horn and Associates, Inc. Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations N r F
Sign Control Free Free Stop
Grade 0%0%0%
Volume (veh /h)0 549 1116 4 19 6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 597 1213 4 21 7
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TW LTL
Median storage veh)0
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1217 1810 1213
vC1, stage 1 conf vol 1213
vC2, stage 2 conf vol 597
vCu, unblocked vol 1217 1810 1213
tC, single (s)4.1 6.4 6.2
IC, 2 stage (s)5.4
IF (s)2.2 3.5 3.3
p0 queue free %100 86 97
cM capacity (veh/h)573 152 222
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total 0 597 1213 4 21 7
Volume Left 0 0 0 0 21 0
Volume Right 0 0 0 4 0 7
cSH 1700 1700 1700 1700 152 222
Volume to Capacity 0.00 0.35 0.71 0.00 0.14 0.03
Queue Length 95th (ft)0 0 0 0 11 2
Control Delay (s)0.0 0.0 0.0 0.0 32.4 21.7
Lane LOS D C
Approach Delay (s)0.0 0.0 29.8
Approach LOS D
Jntersection Summary
Average Delay 0.4
Intersection Capacity Utilization 68.7%ICU Level of Service C
Analysis Period (min)15
Timing Plan: 2010 Build PM Synchro 6 Report
Kimley -Horn and Associates, Inc. Page 1
Traffic Analysis
Ivy Road /Northridge Main Entrance
HCM Unsignalized Intersection Capacity Analysis Existing AM
6: Ivy Road & Northridge Main Entrance Northridge Development
Timing Plan: Existing AM Peak Synchro 6 Report
Kimley -Horn and Associates, Inc. Page 1
A A,.1.r/
Movement EBL EBT WBT WBR SBL SBR .
Lane Configurations r i
Sign Control Free Free Stop
Grade 0%0%0%
Volume (veh /h)16 1028 404 115 22 4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)17 1117 439 125 24 4
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TW LTL
Median storage veh)0
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 564 1591 439
vC1, stage 1 conf vol 439
vC2, stage 2 conf vol 1152
vCu, unblocked vol 564 1591 439
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)5.4
tF (s)2.2 3.5 3.3
p0 queue free %98 86 99
cM capacity (veh /h)1007 170 618
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SIB 1 SB 2
Volume Total 17 1117 439 125 24 4
Volume Left 17 0 0 0 24 0
Volume Right 0 0 0 125 0 4
cSH 1007 1700 1700 1700 170 618
Volume to Capacity 0.02 0.66 0.26 0.07 0.14 0.01
Queue Length 95th (ft)1 0 0 0 12 1
Control Delay (s)8.6 0.0 0.0 0.0 29.6 10.9
Lane LOS A D B
Approach Delay (s)0.1 0.0 26.7
Approach LOS D
Intersection Summary
Average Delay 0.5
Intersection Capacity Utilization 64.1%ICU Level of Service C
Analysis Period (min)15
Timing Plan: Existing AM Peak Synchro 6 Report
Kimley -Horn and Associates, Inc. Page 1
HCM Unsignalized Intersection Capacity Analysis Existing PM
6: Ivy Road & Northridge Main Entrance Northridge Development
Timing Plan: Existing PM Peak Synchro 6 Report
Kimley -Hom and Associates, Inc. Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations Vi r ff
Sign Control Free Free Stop
Grade 0%0%0%
Volume (veh /h)1 494 890 8 115 13
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)1 537 967 9 125 14
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh)0
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 976 1507 967
vC1, stage 1 conf vol 967
vC2, stage 2 conf vol 539
vCu, unblocked vol 976 1507 967
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)5.4
tF (s)2.2 3.5 3.3
p0 queue free %100 36 95
cM capacity (veh/h)707 196 308
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total 1 537 967 9 125 14
Volume Left 1 0 0 0 125 0
Volume Right 0 0 0 9 0 14
cSH 707 1700 1700 1700 196 308
Volume to Capacity 0.00 0.32 0.57 0.01 0.64 0.05
Queue Length 95th (ft)0 0 0 0 93 4
Control Delay (s)10.1 0.0 0.0 0.0 51.2 17.2
Lane LOS B F C
Approach Delay (s)0.0 0.0 47.7
Approach LOS E
Intersection Summary
Average Delay 4.0
Intersection Capacity Utilization 59.9%ICU Level of Service B
Analysis Period (min)15
Timing Plan: Existing PM Peak Synchro 6 Report
Kimley -Hom and Associates, Inc. Page 1
HCM Unsignalized Intersection Capacity Analysis AM Background Unsignalized
6: Ivy Road & Northridge Main Entrance Northridge Development
Timing Plan: 2010 No -Build AM Synchro 6 Report
Kimley -Horn and Associates, Inc. Page 1
4 .1 4/A 10.
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations I r rr
Sign Control Free Free Stop
Grade 0%0%0%
Volume (veh /h)16 1208 475 115 22 4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)17 1313 516 125 24 4
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh)0
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 641 1864 516
vC1, stage 1 conf vol 516
vC2, stage 2 conf vol 1348
vCu, unblocked vol 641 1864 516
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)5.4
tF (s)2.2 3.5 3.3
p0 queue free %98 82 99
cM capacity (veh /h)943 136 559
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total 17 1313 516 125 24 4
Volume Left 17 0 0 0 24 0
Volume Right 0 0 0 125 0 4
cS H 943 1700 1700 1700 136 559
Volume to Capacity 0.02 0.77 0.30 0.07 0.18 0.01
Queue Length 95th (ft)1 0 0 0 15 1
Control Delay (s)8.9 0.0 0.0 0.0 37.0 11.5
Lane LOS A E B
Approach Delay (s)0.1 0.0 33.1
Approach LOS D
Intersection Summary
Average Delay 0.5
Intersection Capacity Utilization 73.6%ICU Level of Service D
Analysis Period (min)15
Timing Plan: 2010 No -Build AM Synchro 6 Report
Kimley -Horn and Associates, Inc. Page 1
HCM Unsignalized Intersection Capacity Analysis PM Background Unsignalized
6: Ivy Road & Northridge Main Entrance Northridge Development
lr. "_ k \%. 4/
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations Vi r ir
Sign Control Free Free Stop
Grade 0%0%0%
Volume (veh/h)1 581 1047 8 115 13
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)1 632 1138 9 125 14
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh)0
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1147 1772 1138
vC1, stage 1 conf vol 1138
vC2, stage 2 conf vol 634
vCu, unblocked vol 1147 1772 1138
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)5.4
tF (s)2.2 3.5 3.3
p0 queue free %100 22 94
cM capacity (veh/h)609 160 245
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total 1 632 1138 9 125 14
Volume Left 1 0 0 0 125 0
Volume Right 0 0 0 9 0 14
cSH 609 1700 1700 1700 160 245
Volume to Capacity 0.00 0.37 0.67 0.01 0.78 0.06
Queue Length 95th (ft)0 0 0 0 125 5
Control Delay (s)10.9 0.0 0.0 0.0 80.2 20.6
Lane LOS B F C
Approach Delay (s)0.0 0.0 74.1
Approach LOS F
Intersection Summary
Average Delay 5.4
Intersection Capacity Utilization 68.1%ICU Level of Service C
Analysis Period (min)15
Timing Plan: 2010 No -Build PM Synchro 6 Report
Kimley -Hom and Associates, Inc. Page 1
Lanes, Volumes, Timings AM Background Signalized
6: Ivy Road & Northridge Main Entrance Northridge De
v
e
lopment
l -. - t ` 1
Gif ii ih
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0 %), Referenced to phase 2:
EBTL
and 6:
WBT,
Start of Green
Control Type: Actuated- Coordinated
Maximum v/
c
Ratio: 0.
80
Intersection Signal Delay: 8.
9
Intersection LOS: A
Intersection Capacity Utilization 73.
6%
ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 6: Ivy Road & Northridge Main Entrance
e2 e4
v6
HCM Signalized Intersection Capacity Analysis AM Background Signalized
6: Ivy Road & Northridge Main Entrance Northridge Development
t L 1
Movement -E`
BL'
Lane Configurations Lane Configurations r V !
Total Lost Time (s)4.
0
4.
0
4.
0
4.
0 4.
0
4.
0
Lane Mi. Factor 1.
00 1.
00
1.
00
1.
00
1.
00
1.
00
Frt Lane Util, Factor 1.
00
1.
00
0.
850 1.
00
0.
850
Flt Protected 0.
950 1.
00
1.
00
1.
00
0.
950 1.
00
Said. Flow (prot)1770 1863 1863 1583 1770 1583
Fit Permitted 0.
431 1770 1863 18630.
950 1770
Said. Flaw (perm)803 1863 1863 1583 1770 1583
Said. Flow (RTOR)Said. Flow (perm)859 1863125 15834
Headway Factor 1.
00
1.
00
1.
00
1.
00
1.
00
1.
00
Volume (vph)16 1208 475 115 22 4
Adj. Flow (vph)17 1313 516 125 24 4
Lane Group Flow (vph)17 1313 516 125 24 4
Turn Type Perm 17 1313Perm 98custom
Protected Phases Turn Type2644
Permitted Phases 2 2 6644
Total Split (s)45.
0
45.
0
45.
0
45.
0
15.
0
15.
0
Act Effct Green (s)53.
1
53.
1 53.
1
53.
1
8.
3 8.
3
Actuated g/
C Ratio 0.
88
0.
88
0.
88
0.
88
0.
14
0.
14
v/
c Ratio 0.
02
0.
80
0.
31
0.
09
0.
10
0.
02
Control Delay 2.
3
12.
0
2.
6
0.
8
23.
0
15.
2
Queue Delay 0.
0
0.
0
0.
0
0.
0
0.
0
0.
0
Total Delay 2.
3
12.
0
2.
6
0.
8
23.
0
15.
2
LOS A B A A C B
Approach Delay 0.
02
11.
9
2.
2 0.
06
21.
9
Approach LOS 0.
03
B A 0.
08
C 0.
00
Gif ii ih
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0 %), Referenced to phase
2:
EBTL and
6:
WBT, Start of Green
Control Type: Actuated- Coordinated
Maximum
v/
c Ratio:
0.
80
Intersection Signal Delay:
8.
9 Intersection LOS: A
Intersection Capacity Utilization
73.
6% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 6: Ivy Road & Northridge Main Entrance
e2 e4
v6
HCM Signalized Intersection Capacity Analysis AM Background Signalized
6: Ivy Road & Northridge Main Entrance Northridge Development
t L 1
Movement -
E`
BL'E81` . .-.-
111_1,11- _ - 1._11 1._.. .....-
Lane Configurations r V !r
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.
0
4.
0
4.
0
4.
0
4.
0 4.
0
Lane Util, Factor 1.
00
1.
00
1.
00
1.
00
1.
00
1.
00
Frt 1.
00
1.
00
1.
00
0.
85
1.
00
0.
85
Flt Protected 0.
95
1.
00 1.
00
1.
00
0.
95
1.
00
Said. Flow (prot)1770 1863 1863 1583 1770 1583
Fit Permitted 0.
46
1.
00
1.
00
1.
00 0.
95
1.
00
Said. Flow (perm)859 1863 1863 1583 1770 1583
Volume (vph)16 1208 475 115 22 4
Peak -hour factor, PHF 0.
92
0.
92 0.
92
0.
92
0.
92
0.
92
Adj. Flow (vph)17 1313 516 125 24 4
RTOR Reduction (vph)0 0 0 27 0 4
Lane Group Flow (vph)17 1313 516 98 24 0
Turn Type Perm Perm custom
Protected Phases 2 6 4 4
Permitted Phases 2 6 4 4
Actuated Green, G (s)45.
1
45.
1
45.
1
45.
1
2.
9
2.
9
Effective Green, g (s)47.
1
47.
1
47.
1
47.
1
4.
9
4.
9
Actuated g/
C Ratio 0.
79
0.
79
0.
79
0.
79
0.
08 0.
08
Clearance Time (s)6.
0
6.
0
6.
0
6.
0
6.
0
6.
0
Vehicle Extension (s)3.
0 3.
0
3.
0 3.
0
3.
0
3.
0
Lane Grp Cap (vph)674 1462 1462 1243 145 129
v/
s Ratio Prot c0.
70
0.
28
c0.
01
0.
00
v/
s Ratio Perm 0.
02 0.
06
v/
c Ratio 0.
03
0.
90 0.
35
0.
08
0.
17
0.
00
Uniform Delay, dl 1.
4
4.
7 1.
9
1.
5
25.
6
25.
3
Progression Factor 1.
00
1.
00
1.
00
1.
00
1.
00
1.
00
Incremental Delay, d2 0.
1
9.
1
0.
7
0.
1
0.
5
0.
0
Delay (s)1.
5
13.
8
2.
6
1.
6
26.
2
25.
3
Level of Service A B A A C C
Approach Delay (s)13.
6
2.
4
26.
1
Approach LOS B A C
Inteitedroii'.
tartmery
HCM Average Control Delay 10.
2 HCM Level of Service B
HCM Volume to Capacity ratio 0.
83
Actuated Cycle Length (s)60.
0 Sum of lost time (s) 8.
0
Intersection Capacity Utilization 73.
6%ICU Level of Service D
Analysis Period (min)15
c Critical Lane Group
Timing Plan: 2010 No-
Build AM Synchro 6 Report Timing Plan: 2010 No-
Build AM Synchro 6 Report
Kimley -Horn and Associates, Inc. Page 1 Kimley -Horn and Associates, Inc. Page 2
Lanes, Volumes, Timings PM Background Signalized
6: Ivy Road & Northridge Main Entrance Northridge Development
J -- ~ ` ` r
aC,
sam _1t E . . .- ' "RSBL Stiff .. -. ._... -
1. "1, - --, . .. . _ .
Lane Configurations
INBT WSR"
MSBL ,. -
I I If
Total Lost Time (s)4.
0
4.
0 4.
0
4.
0
4.
0
4.
0
Lane Util. Factor 1.
00 1.
00
1.
00
1.
00
1.
00
1.
00
Fri
4.
0
Lane Util. Factor 1.
00
0.
850 1.
00
0.
850
Fit Protected 0.
950 Frt 1.
00
1.
00
0.
950 0.
85
Satd. Flow (prat)1770 1863 1863 1583 1770 1583
Fft Permitted 0.
078 Satd. Flow (prot)1770 18630.
950 1583
Satd. Flow (perm)145 1863 1863 1583 1770 1583
Satd. Flow (RTOR)
1.
00
Satd. Flow (perm)2409 186314
Headway Factor 1.
00
1.
00
1.
00
1.
00
1.
00
1.
00
Volume (vph)1 581 1047 8 115 13
Adj. Flow (vph)1 632 1138 9 125 14
Lane Group Flow (vph)1 632 1138 9 125 14
Turn Type Perm Lane Group Flow (vph)1Perm 1138custom
Protected Phases
2
2 6 4 4
Permitted Phases 2 2644
Total Split (s)55.
0
55.
0
55.
0
55.
0
20.
0
20.
0
Act Effct Green (s)58.
0
58.
0
58.
0
58.
0
12.
2
12.
2
Actuated g/
C Ratio 0.
77 077 0.
77
0.
77
0.
16
0.
16
v/
c Ratio 0.
01
0.
44 0.
79
0.
01
0.
43
0.
05
Control Delay 4.
0
5.
5
13.
5
2.
1
32.
3
13.
1
Queue Delay 0.
0
0.
0
0.
0 0.
0
0.
0
0.
0
Total Delay 4.
0
5.
5
13.
5
2.
1
32.
3
13.
1
LOS A A B A C B
Approach Delay 5.
5
13.
4
30.
3
Approach LOS A B C
Inter_'
116i t
Cyde Length: 75
Actuated Cycle Length: 75
Offset: 0 (0 %), Referenced to phase 2:
EBTL and 6:
WBT, Start of Green
Control Type: Actuated - Coordinated
Maximum v/
c Ratio: 0.
79
Intersection Signal Delay: 12.
0 Intersection LOS: B
Intersection Capacity Utilization 68.
1% ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 6: Ivy Road & Northridge Main Entrance
02 s4
e6
HCM Signalized Intersection Capacity Analysis PM Background Signalized
6: Ivy Road & Northridge Main Entrance Northridge Development
l 4 L J
EBL'EBT INBT
WSR"
MSBL ,. -
Lane
Lane Configurations If I i
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.
0
4.
0 4.
0
4.
0
4.
0 4.
0
Lane Util. Factor 1.
00
1.
00
1.
00
1.
00
1.
00
1.
00
Frt
1.
00
1.
00
1.
00
0.
85
1.
00 0.
85
Flt Protected 0.
95 1.
00
1.
00
1.
00
0.
95
1.
00
Satd. Flow (prot)1770 1863 1863 1583 1770 1583
Flt Permitted 0.
13 1.
00
1.
00
1.
00
0.
95
1.
00
Satd. Flow (perm)240 1863 1863 1583 1770 1583
Volume (vph)1 581 1047 8 115 13
Peak -hour factor, PHF 0.
92
0.
92
0.
92
0.
92
0.
92
0.
92
Adj. Flow (vph)1 632 1138 9 125 14
RTOR Reduction (vph)0 0 0 2 0 12
Lane Group Flow (vph)1 632 1138 7 125 2
Turn Type Perm Perm custom
Protected Phases 2 6 4 4
Permitted Phases 2 6 4 4
Actuated Green, G (s)54.
0
54.
0
54.
0
54.
0
9.
0
9.
0
Effective Green, g (s)56.
0 56.
0
56.
0
56.
0
11.
0
11.
0
Actuated g/
C Ratio 0.
75
0.
75
0.
75
0.
75
0.
15 0.
15
Clearance Time (s)6.
0
6.
0
6.
0
6.
0
6.
0
6.
0
Vehicle Extension (s)3.
0
3.
0 3.
0
3.
0
3.
0 3.
0
Lane Grp Cap (vph)179 1391 1391 1182 260 232
v/
s Ratio Prot 0.
34 c0.
61
c0.
07
0.
00
v/
s Ratio Perm 0.
00 0.
00
v/
c Ratio 0.
01 0.
45
0.
82
0.
01
0.
48 0.
01
Uniform Delay, d1 2.
4
3.
6
6.
2
2.
4
29.
4
27.
3
Progression Factor 1.
00 1.
00
1.
00
1.
00
1.
00
1.
00
Incremental Delay, d2 0.
1
1.
1
5.
5
0.
0
1.
4 0.
0
Delay (s)2.
5
4.
7
11.
6
2.
4 30.
8
27.
4
Level of Service A A B A C C
Approach Delay (s)4.
7
11.
6
30.
4
Approach LOS A B C
Pflt
TSfEOIi•
3`
Uf11fl'1 ®N .. .__..__ ..,.M,,.R _,....a....,,.»...- ... „ a,...,m mr,....,...,
HCM Average Control Delay 10.
7 HCM Level of Service B
HCM Volume to Capacity ratio 0.
76
Actuated Cycle Length (s)75.
0 Sum of lost time (s) 8.
0
Intersection Capacity Utilization 68.
1%ICU Level of Service C
Analysis Per od (min)15
c Critical Lane Group
Timing Plan: 2010 No-
Build PM Synchro 6 Report Timing Plan: 2010 No-
Build PM Synchro 6 Report
Kimley -Hom and Associates, Inc. Page 1 Kimley -Hom and Associates, Inc. Page 2
HCM Unsignalized Intersection Capacity Analysis AM Build Unsignalized6: Ivy Road & Northridge Main Entrance Northridge Development
A - 01 . *- k '141.. 4/
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations Vi F F
Sign Control Free Free Stop
Grade 0%0%0%
Volume (veh /h)21 1209 477 133 29 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)23 1314 518 145 32 5
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh)0
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 663 1878 518
vC1, stage 1 conf vol 518
vC2, stage 2 conf vol 1360
vCu, unblocked vol 663 1878 518
IC, single (s)4.1 6.4 6.2
IC, 2 stage (s)5.4
IF (s)2.2 3.5 3.3
p0 queue free %98 76 gg
cM capacity (veh/h)926 134 557
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total 23 1314 518 145 32 5
Volume Left 23 0 0 0 32 0
Volume Right 0 0 0 145 0 5
cSH 926 1700 1700 1700 134 557
Volume to Capacity 0.02 0.77 0.30 0.09 0.24 0.01
Queue Length 95th (ft)2 0 0 0 22 1
Control Delay (s)9.0 0.0 0.0 0.0 40.0 11.5
Lane LOS A E B
Approach Delay (s)0.2 0.0 35.8
Approach LOS E
Intersection Summary
Average Delay 0.8
Intersection Capacity Utilization 73.6%ICU Level of Service D
Analysis Period (min)15
Timing Plan: 2010 Build AM Synchro 6 ReportKirnley -Hom and Associates, Inc. Page 1
HCM Unsignalized Intersection Capacity Analysis PM Build Unsignalized
6: Ivy Road & Northridge Main Entrance Northridge Development
A w— A.,
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations F F
Sign Control Free Free Stop
Grade 0%0%0%
Volume (veh /h)4 583 1050 19 128 16
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)4 634 1141 21 139 17
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TW LTL
Median storage veh)0
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1162 1784 1141
vC1, stage 1 conf vol 1141
vC2, stage 2 conf vol 642
vCu, unblocked vol 1162 1784 1141
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)5.4
tF (s)2.2 3.5 3.3
p0 queue free %99 12 93
cM capacity (veh /h)601 158 244
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total 4 634 1141 21 139 17
Volume Left 4 0 0 0 139 0
Volume Right 0 0 0 21 0 17
cSH 601 1700 1700 1700 158 244
Volume to Capacity 0.01 0.37 0.67 0.01 0.88 0.07
Queue Length 95th (ft)1 0 0 0 153 6
Control Delay (s)11.0 0.0 0.0 0.0 99.2 20.9
Lane LOS B F C
Approach Delay (s)0.1 0.0 90.5
Approach LOS F
Intersection Summary
Average Delay 7.3
Intersection Capacity Utilization 69.0%ICU Level of Service C
Analysis Period (min)15
Timing Plan: 2010 Build PM Synchro 6 Report
Kimley -Hom and Associates, Inc. Page 1
Lanes, Volumes, Timings AM Build Signalized6: jyy Road & Northridge Main Entrance Northridge Development
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0 %), Referenced to phase 2:
EBTL
and 6:
WBT,
Start of Green
Control Type: Actuated- Coordinated
Maximum v/
c Ratio: 0.
80
Intersection Signal Delay: 9.
1 Intersection LOS: A
Intersection Capacity Utilization 73.
6%
ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 6: Ivy Road & Northridge Main Entrance
2 #"" ®
4
Timing Plan: 2010 Build AM
Kimley -Horn and Associates, Inc.
HCM Signalized Intersection Capacity Analysis AM Build Signalized
6: Iw Road & Northridge Main Entrance Northridge Devel
Movement _ _..._.. €BL __ "F:
BT '
W §
t_
W3Tt`"'§ -
eL' -
Ok .
Lane Con`,
igurations
I f 1)r
Ideal Flow (vphpl)1900
Lane Configurations
1900 1900
i"
Total Lost time (s)4.
0
Total Lost Time (s)4.
0
4.
0
4.
0
4.
0
4.
0
4.
0
Lane Util. Factor 1.
00
1.
00
1.
00
1.
00 1.
00 1.
00
Frt
1.
00
0.
85
1.
00
0.
850
Flt Protected
0.
850
Fit Protected 0.
950
1.
00
0.
95
1.
00
0.
950
1770
Satd. Flow (prot)1770 1863 1883 1583 1770 1583
Flt Permitted 0.
430
1.
00
0.
95
1.
00
0,
950
855
Satd. Flow (perm)801 1863 1863 1583 1770 1583
Satd. Flow (RTOR)
477 133 29
145
Peak -hour factor, PHF
5
Headway Factor 1100 1.
00
1.
00
1.
00
1.
00
1.
00
Volume (vph)21 1209 477 133 29 5
Ad). Flow (vph)23 1314 518 145 32 5
Lane Group Flow (vph)23 1314 518 145 32 5
Turn Type Perm
Perm custom
Perm custom
Protected Phases
B
2 6
4
4 4
Permitted Phases 2
8 4
6 4 4
Total Split (s)45.
0
45.
0
45.
0
45.
0
15.
0
15.
0
Act Effct Green (s)52.
9
52.
9
52.
9
52.
9
8.
5
8.
5
Actuated g/
C Ratio 0.
88
0.
88
0.
88
0.
88
0.
14
0.
14
v/
c Ratio 0.
03
0.
80
0.
32
0,
10
0.
13
0.
02
Control Delay 2.
4
12.
4
2.
7 0.
8
23.
2
14.
4
Queue Delay 0.
0
0.
0
0.
0
0.
0
0.
0
0.
0
Total Delay 2.
4
12.
4
2.
7
0.
8 23.
2
14.
4
LOS A B A A C B
Approach Delay
0.
36
12.
2
2.
3
0.
00
22.
0
1.
5
Approach LOS
2.
0
B A
25.
1
C
1.
00CycleLength: 60
Actuated Cycle Length: 60
Offset: 0 (0 %), Referenced to phase
2:
EBTL and 6:
WBT, Start of Green
Control Type: Actuated- Coordinated
Maximum v/
c Ratio:
0.
80
Intersection Signal Delay:
9.
1 Intersection LOS: A
Intersection Capacity Utilization 73.
6% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 6: Ivy Road & Northridge Main Entrance
2 #"" ®
4
Timing Plan: 2010 Build AM
Kimley -Horn and Associates, Inc.
HCM Signalized Intersection Capacity Analysis AM Build Signalized
6: Iw Road & Northridge Main Entrance Northridge Devel
Movement _ _..._.. €BL __ "
F:
BT ' W §
t_
W3Tt`"'§ -
eL' -
Ok .
Lane Con`,
igurations I f 1)r
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)
4.
0
4.
0
4.
0
4.
0
4.
0
4.
0
Lane Util. Factor 1.
00
1.
00
1.
00
1.
00 1.
00
1.
00
Frt 1.
00
1.
00 1.
00
0.
85
1.
00
0.
85
Flt Protected 0.
95 1.
00
1.
00
1.
00
0.
95
1.
00
Sstd. Flow (prof)1770 1863 1863 1583 1770 1563
Fit Permitted 0.
46 1.
00
1.
00
1.
00
0.
95
1.
00
Satd. Flow (perm)855 1863 1863 1583 1770 1
583
Volume (vph)21 1209 477 133 29 5
Peak -hour factor, PHF
0.
92
0.
92
0.
92
0.
92
0.
92
0.
92
Adj. Flow (vph)23 1314 518 145 32 5
RTOR Reduction (vph)0 0 0 32 0 5
Lane Group Flow (vph)23 1314 518 113 32 0
Turn Type Perm Perm custom
Protected Phases 2 B 4 4
Permitted Phases 2 8 4 4
Actuated Green, G (s)44.
9
44.
9
44.
9 44.
9
3.
1
3.
1
Effective Green, g (s)46.
9
46.
9
46.
9
46.
9
5.
1
5.
1
Actuated g/
C Ratio 0.
78
0.
78 0.
78
0.
78
0.
08
0.
08
Clearance Time (a)6.
0
6.
0 6.
0
6.
0
6.
0
6.
0
Vehicle Extension (s)3.
0
3.
0 3.
0
3.
0
3.
0 3.
0
Lane Grp Cap (vph)668 1456 1456 1237 150 135
v/
s Ratio Prot c0.
71
0.
28 c0.
02 0.
00
v/
s Ratio Perm 0.
03 0.
07
v/
c Ratio 0.
03
0.
90
0.
36
0.
09
0.
21
0.
00
Uniform Delay, d1 1.
5 4.
9
2.
0
1.
5
25.
6 25.
1
Progression Factor 1.
00
1.
00
1.
00 1.
00
1.
00 1.
00
Incremental Delay, d2 0.
1 9.
4 0.
7
0.
1
0.
7 0.
0
Delay (s)1.
6
14.
3
2.
7 1.
7
26.
3
25.
1
Level of Service A B A A C C
Approach Delay (s)14.
1 2.
4 26.
1
Approach LOS B A C
fntereedion'
vumma
r ._ _........_._.....
HCM Average Control Delay 10.
5 HCM Level of Service B
HCM Volume to Capacity ratio 0.
83
Actuated Cycle Length (s)60.
0 Sum of lost time (s) 8.
0
Intersection Capacity Utilization 73.
6%ICU Level of Service D
Analysis Period (min)15
c Critical Lane Group
Synchro 6 Report Timing Plan: 2010 Build AM Synchro 6 ReportPage1Kimley -Horn and Associates, Inc. Page 2
Lanes, Volumes, Timings PM Build Signalized
6: Ivy Road & Northridge Main Entrance Northridge Development
k ` r
l.
eneGroup " ESL ''BT" W
T
IN
R SBR
Lane Configurations T r I r
Total Lost Time (s) 4.
0
4.
0 4.
0
4.
0
4.
0
4.
0
Lane Util. Factor 1.
00
1.
00 1.
00
1.
00
1.
00
1.
00
Frt
1900
Total Lost time (s)
0.
850
4.
0
0.
850
Fft Protected 0.
950
4.
0 4.
0
Lane Util. Factor
0.
950
1.
00
Bald. Flow (prot) 1770 1863 1863 1583 1770 1583
FR Permitted 0.
078
1.
00
0.
85
1.
00
0.
950
Fit Protected
Satd. Flow (perm) 145 1863 1863 1583 1770 1583
Satd. Flow (RTOR)
1770 1863
21
1583
17
Headway Factor 1.
00
1.
00
1.
00
1.
00
1.
00 1.
00
Volume (vph) 4 583 1050 19 128 16
Adj. Flow (vph) 4 634 1141 21 139 17
Lane Group Flow (vph) 4 634 1141 21 139 17
Turn Type Perm
0.
92
0.
92
Perm
0.
92
custom
Protected Phases 2 6
21
4 4
Permitted Phases 2
0 0
6 4 4
Total Split (s) 55.
0
55.
0
55.
0
55.
0
20.
0
20.
0
Act Effct Green (s) 57.
6
57.
6
57.
6
57.
6
12.
6
12.
6
Actuated g/
C Ratio 0.
77 077 0.
77
0.
77
0.
17
0.
17
v/
c Ratio 0.
04
0.
44
0.
80
0.
02
0.
47
0.
06
Control Delay 4.
8
5.
7
14.
0
1.
8
32.
7
12.
3
Queue Delay 0.
0
0.
0
0.
0
0.
0
0.
0
0.
0
Total Delay 4.
8
5.
7
14.
0
1.
8
32.
7
12.
3
LOS A A B A C B
Approach Delay 5.
7
13.
8
6.
0
30.
5
6.
0
Approach LOS A B
3.
0
C
3.
0
3.
0
3.
0
3.
0
Lane Grp Cap (vph)171
Cycle Length: 75
1381 1174 269 241
v/
s
Ratio Prot
Actuated Cycle Length: 75
0.
34
c0.
61 c0.
08
0.
00
Offset: 0 (0 %), Referenced to phase 2:
EBTL and 6:
WBT, Start of Green
Control Type: Actuated - Coordinated
0.
01
Maximum v/
c Ratio: 0.
80
v/
c
Ratio 0.
02
0.
46
0.
83
0.
01
Intersection Signal Delay: 12.
5
0.
01
Uniform Delay, d1
Intersection LOS: B
Intersection Capacity Utilization 69.
0%
2.
5
ICU Level of Service C
Analysis Period (min) 15
Progression Factor 1.
00
1.
00
1.
00
1.
00
S its and Phases: 6: Iv Road & Northridge Main Entrance
e2 e
4
e6
HCM Signalized Intersection Capacity Analysis PM Build Signalized
6: Ivy Road & Northridge Main Entrance Northridge Development
1 k ti 1
11
EBL-EBT WBT WBR SBL 38R
Lane
Lane Configurations 1 T t If jr
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)
4.
0 4.
0
4.
0
4.
0
4.
0 4.
0
Lane Util. Factor
1.
00
1.
00
1.
00
1.
00
1.
00
1.
00
Frt 1.
00
1.
00
1.
00
0.
85
1.
00
0.
85
Fit Protected
0.
95
1.
00 1.
00
1.
00
0.95 1.
00
Said. Flow (prot)1770 1863 1863 1583 1770 1583
Fit Permitted 0.
12
1.
00 1.
00
1.
00 0.
95
1.
00
Satd. Flow (perm)230 1863 1863 1583 1770 1583
Volume (vph)4 583 1050 19 128 16
Peak -hour factor, PHF 0.
92
0.
92
0.
92
0.
92 0.
92
0.
92
Adj. Flow (vph)4 634 1141 21 139 17
RTOR Reduction (vph)0 0 0 5 0 14
Lane Group Flow (vph)4 634 1141 16 139 3
Turn Type Perm Perm custom
Protected Phases 2 6 4 4
Permitted Phases 2 6 4 4
Actuated Green, G (s)53.
6
53.
6
53.
6
53.
6
9.
4
9.
4
Effective Green, g (s)55.
6
55.
6
55.
6
55.
6
11.
4
11.
4
Actuated g/
C Ratio 0.
74
0.
74
0.
74 0.
74 0.
15
0.
15
Clearance Time (s)6.
0
6.
0
6.
0
6.
0
6.
0
6.
0
Vehicle Extension (s)3.
0
3.
0
3.
0
3.
0
3.
0
3.
0
Lane Grp Cap (vph)171 1381 1381 1174 269 241
v/
s Ratio Prot
0.
34
c0.
61 c0.
08
0.
00
v/
s Ratio Perm 0.
02 0.
01
v/
c Ratio
0.
02
0.
46
0.
83
0.
01
0.
52 0.
01
Uniform Delay, d1
2.
6 3.
8
6.
5
2.
5
29.
3
27.
0
Progression Factor
1.
00
1.
00
1.
00
1.
00
1.
00 1.
00
Incremental Delay, d2 0.
3 1.
1
5.
8
0.
0
1.
7
0.
0
Delay (s)2.
8
4.
9
12.
2
2.
6
30.
9
27.
0
Level of Service A A B A C C
Approach Delay (s)4.
9
12.
1
30.
5
Approach LOS A B C
Int on many
HCM Average Control Delay 11.
2 HCM Level of Service B
HCM Volume to Capacity ratio 0.
77
Actuated Cycle Length (s)75.
0 Sum of lost time (s) 8.
0
Intersection Capacity Utilization 69.
0%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
Timing Plan: 2010 Build PM Synchro 6 Report Timing Plan: 2010 Build PM Synchro 6 Report
Kimley -Horn and Associates, Inc. Page 1 Kimley-
Hom and Associates, Inc. Page 2
Traffic Analysis
Ivy Road /Moser Entrance
HCM Unsignalized Intersection Capacity Analysis Existing AM
7: Ivy Road & Moser Entrance Northridge Development
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations I 11
Sign Control Free Free Stop
Grade 0%0%0%
Volume (veh /h)4 1046 516 12 2 4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)4 1137 561 13 2 4
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TW LTL
Median storage veh)0
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 574 1707 561
vC1, stage 1 conf vol 561
vC2, stage 2 conf vol 1146
vCu, unblocked vol 574 1707 561
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)5.4
tF (s)2.2 3.5 3.3
p0 queue free %100 99 99
cM capacity (veh /h)999 164 527
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1
Volume Total 4 1137 561 13 7
Volume Left 4 0 0 0 2
Volume Right 0 0 0 13 4
cSH 999 1700 1700 1700 303
Volume to Capacity 0.00 0.67 0.33 0.01 0.02
Queue Length 95th (ft)0 0 0 0 2
Control Delay (s)8.6 0.0 0.0 0.0 17.1
Lane LOS A C
Approach Delay (s)0.0 0.0 17.1
Approach LOS C
Intersection Summary
Average Delay 0.1
Intersection Capacity Utilization 65.1%ICU Level of Service C
Analysis Period (min)15
Timing Plan: Existing AM Peak Synchro 6 Report
Kimley -Hom and Associates, Inc. Page 1
HCM Unsignalized Intersection Capacity Analysis Existing PM
7° Ivy Road & Moser Entrance Northridge Development
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations Vi r Y
Sign Control Free Free Stop
Grade 0%0%0%
Volume (veh /h)0 608 0 916 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)0 661 0 996 1 1
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right tum flare (veh)
Median type TW LTL
Median storage veh)0
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 996 661 0
vC1, stage 1 conf vol 0
vC2, stage 2 conf vol 661
vCu, unblocked vol 996 661 0
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)5.4
tF (s)2.2 3.5 3.3
p0 queue free %100 100 100
cM capacity (veh /h)695 342 1085
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1
Volume Total 0 661 0 996 2
Volume Left 0 0 0 0 1
Volume Right 0 0 0 996 1
cSH 1700 1700 1700 1700 520
Volume to Capacity 0.00 0.39 0.00 0.59 0.00
Queue Length 95th (ft)0 0 0 0 0
Control Delay (s)0.0 0.0 0.0 0.0 12.0
Lane LOS B
Approach Delay (s)0.0 0.0 12.0
Approach LOS B
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 60.1%ICU Level of Service B
Analysis Period (min)15
Timing Plan: Existing PM Peak Synchro 6 Report
Kimley -Hom and Associates, Inc. Page 1
HCM Unsignalized Intersection Capacity Analysis AM Background Unsignalized
7: Ivy Road & Moser Entrance Northridge Developm
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations I r
Sign Control Free Free Stop
Grade 0%0%0%
Volume (veh /h)5 1228 606 18 4 3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)5 1335 659 20 4 3
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh)0
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 678 2004 659
vC1, stage 1 conf vol 659
vC2, stage 2 conf vol 1346
vCu, unblocked vol 678 2004 659
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)5.4
tF (s)2.2 3.5 3.3
p0 queue free %99 97 99
cM capacity (veh /h)914 130 464
Direction, Lane #EB 1 EB 2 W B 1 W B 2 SB 1
Volume Total 5 1335 659 20 8
Volume Left 5 0 0 0 4
Volume Right 0 0 0 20 3
cSH 914 1700 1700 1700 188
Volume to Capacity 0.01 0.79 0.39 0.01 0.04
Queue Length 95th (ft)0 0 0 0 3
Control Delay (s)9.0 0.0 0.0 0.0 24.9
Lane LOS A C
Approach Delay (s)0.0 0.0 24.9
Approach LOS C
Intersection Summary
Average Delay 0.1
Intersection Capacity Utilization 74.6%ICU Level of Service D
Analysis Period (min)15
Timing Plan: 2010 No -Build AM Synchro 6 Report
Kimley -Hom and Associates, Inc. Page 1
HCM Unsignalized Intersection Capacity Analysis PM Background Unsignalized
7: Ivy Road & Moser Entrance Northridge Development
4-
4 \ 40 W
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations If Y
Sign Control Free Free Stop
Grade 0%0%0%
Volume (veh /h)1 715 1076 3 9 3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)1 777 1170 3 10 3
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TW LTL
Median storage veh)0
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1173 1949 1170
vC1, stage 1 conf vol 1170
vC2, stage 2 conf vol 779
vCu, unblocked vol 1173 1949 1170
IC, single (s)4.1 6.4 6.2
tC, 2 stage (s)5.4
IF (s)2.2 3.5 3.3
p0 queue free %100 93 99
cM capacity (veh /h)596 144 235
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1
Volume Total 1 777 1170 3 13
Volume Left 1 0 0 0 10
Volume Right 0 0 0 3 3
cSH 596 1700 1700 1700 160
Volume to Capacity 0.00 0.46 0.69 0.00 0.08
Queue Length 95th (ft)0 0 0 0 7
Control Delay (s)11.1 0.0 0.0 0.0 29.6
Lane LOS B D
Approach Delay (s)0.0 0.0 29.6
Approach LOS D
Intersection Summary
Average Delay 0.2
Intersection Capacity Utilization 66.6%ICU Level of Service C
Analysis Period (min)15
Timing Plan: 2010 No -Build PM Synchro 6 Report
Kimley -Hom and Associates, Inc. Page 1
HCM Unsignalized Intersection Capacity Analysis AM Build Unsignalized
7: Ivy Road & Moser Entrance Northridge Development
A --I,. ~ A, •
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations I II
Sign Control Free Free Stop
Grade 0%0%0%
Volume (veh /h)5 1236 625 24 5 4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)5 1343 679 26 5 4
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh)0
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 705 2034 679
vC1, stage 1 conf vol 679
vC2, stage 2 conf vol 1354
vCu, unblocked vol 705 2034 679
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)5.4
tF (s)2.2 3.5 3.3
p0 queue free %99 96 gg
cM capacity (veh /h)893 128 451
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1
Volume Total 5 1343 679 26 10
Volume Left 5 0 0 0 5
Volume Right 0 0 0 26 4
cSH 893 1700 1700 1700 188
Volume to Capacity 0.01 0.79 0.40 0.02 0.05
Queue Length 95th (ft)0 0 0 0 4
Control Delay (s)9.1 0.0 0.0 0.0 25.2
Lane LOS A D
Approach Delay (s)0.0 0.0 25.2
Approach LOS D
Intersection Summary
Average Delay 0.1
Intersection Capacity Utilization 75.1%ICU Level of Service D
Analysis Period (min)15
Timing Plan: 2010 Build AM Synchro 6 ReportKimley -Horn and Associates, Inc. Page 1
HCM Unsignalized Intersection Capacity Analysis PM Build Unsignalized
7: Ivy road & Moser Entrance Northridge Development
Timing Plan: 2010 Build PM Synchro 6 Report
Kimley -Horn and Associates, Inc. Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations r
Sign Control Free Free Stop
Grade 0%0%0%
Volume (vehlh)1 730 1088 7 23 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph)1 793 1183 8 25 5
Pedestrians
Lane Width (ft)
Walking Speed (ftts)
Percent Blockage
Right turn flare (veh)
Median type TW LTL
Median storage veh)0
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1190 1978 1183
vC 1, stage 1 conf vol 1183
vC2, stage 2 conf vol 796
vCu, unblocked vol 1190 1978 1183
tC, single (s)4.1 6.4 6.2
IC, 2 stage (s)5.4
IF (s)2.2 3.5 3.3
p0 queue free %100 82 98
cN capacity (veh/h)587 141 231
Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1
Volume Total 1 793 1183 8 30
Volume Left 1 0 0 0 25
Volume Right 0 0 0 8 5
cSH 587 1700 1700 1700 152
Volume to Capacity 0.00 0.47 0.70 0.00 0.20
Queue Length 95th (ft)0 0 0 0 18
Control Delay (s)11.1 0.0 0.0 0.0 34.6
Lane LOS B D
Approach Delay (s)0.0 0.0 34.6
Approach LOS D
Intersection Summary
Average Delay 0.5
Intersection Capacity Utilization 67.3%ICU Level of Service C
Analysis Period (min)15
Timing Plan: 2010 Build PM Synchro 6 Report
Kimley -Horn and Associates, Inc. Page 1
Kimley -Horn
JIM and Associates, Inc.
Memorandum
To: Charles Hurt
UVA Dept. of Space and Real Estate Management
Gary Lowe
UVA Health Services Foundation
From: Emily Lintner, E.I.T.
Carl Tewksbury, P.E.
Kimley -Horn and Associates, Inc.
Date: August 26, 2008
Subject: Northridge Development Parking Generation Comparison
Kimley -Horn and Associates, Inc. submitted a revised traffic impact analysis and
parking needs assessment for the proposed Northridge development on August
11, 2008. This report outlined the methodology used to evaluate existing parking
conditions at the existing Northridge building and Sieg maintenance facility, the
parking generation potential of the proposed Northridge development, and the
allocation of future parking spaces to each.
Based on existing parking occupancy data, it was determined that the peak
parking demand period at the existing Northridge building occurs from 2:00 PM
to 3:00 PM with 225 spaces occupied. Based on a proposed total supply of 269
parking spaces and accounting for the industry standard of 90% occupancy, the
225 occupied parking spaces leave a total of 18 parking spaces available during
the peak demand period.
Parking demand for the proposed Northridge development was generated to
provide a comparison to the available parking spaces at the existing Northridge
site. The radiology component of the proposed building has a demand of 25
parking spaces during the 2:00 PM to 3:00 PM period. The parking demand for
the long term acute care (LTAC) facility was generated based on the gross floor
area and calculated to be 57 parking spaces during the same period for a total of
demand of 82 parking spaces. Because only 18 parking spaces are available at
the existing Northridge building, this leaves a deficit of 64 parking spaces. In
order to provide adequate parking, it is proposed that some existing or future
Northridge/LTAC employees will park at the existing Sieg maintenance facility.
TEL 757 213 8600
FAX 757 213 8601
E
Suite 1050
222 Central Park Avenue
Virginia Beach, Virginia
23462
Kimley-Hom Parking Generation Comparison, August 26, 2008, Page 2 of 2andAssogale,s, Inc.
The peak parking demand at the existing Sieg maintenance facility was 23
occupied parking spaces during the 3:00 PM to 4:00 PM period. Based on a
proposed total supply of 87 parking spaces and accounting for 90% occupancy,
56 parking spaces are available at Sieg to park others (Northridge) during the
peak period. Although more parking spaces are available during other periods of
the day (including the 2:00 PM to 3:00 PM period), the peak parking period at
Sieg was used for comparison purposes since the proposed employee parking
will generally be all -day parking. The 56 parking spaces available at Sieg are
eight spaces less than what is needed to accommodate all of the proposed parking
demand given the conservative estimates.
Because of the negligible calculated deficit of eight parking spaces, Kimley -Horn
further evaluated the potential parking demand of the proposed Northridge
development. For the radiology component, only one independent variable
gross floor area) is available for calculations, so 25 parking spaces are required
for this component as indicated above. For the LTAC facility, however, three
independent variables are available for calculation —gross floor area, employees,
and beds. Generating the parking demand based on the gross floor area of 50,000
square feet results in the highest parking demand. In order to provide a
conservative analysis, this high estimate of 57 parking spaces was used in the
study for a total of 82 parking spaces.
By comparison, generating the parking demand for the LTAC based on the 50
anticipated employees results in a peak parking demand of 45 parking spaces for
the LTAC, or a total of 70 parking spaces for the proposed Northridge
development. Based on the 18 available parking spaces at the existing
Northridge building, this results in a deficit of 52 parking spaces. Compared to
the 56 available parking spaces at the Sieg maintenance facility, a surplus of four
parking spaces will be available.
If the parking demand for the LTAC is generated based on the 50 proposed beds
at the facility, only 20 parking spaces are required during the peak for a total of
45 parking spaces. Given the 18 available parking spaces at the existing
Northridge building, this results in a deficit of 27 parking spaces. Because 56
parking spaces are available at the Sieg maintenance facility, a surplus of 29
parking spaces will be available.
Given the information available, it is anticipated that the Northridge and Sieg
sites may range from having a deficit of eight parking spaces to a surplus of 29
parking spaces during the peak parking period while still maintaining a 10%
surplus to account for turnover and circulation. It is our opinion that this range
suggests there is adequate parking available if the Sieg maintenance facility is
used.