HomeMy WebLinkAboutPA2008-040_TRAFFIC ANALYSIS 20081111111111111111111111111111111111111111111111111
*NEW FILE*
PA2008-040_Traffic Analysis
fq
RECEIVED BY
PLANNING DEPARTMENT
DEC 09 2008
MARINA PA R KciTY OF NEWPORT BEACH
TPO
Traffic Analysis
November 2008'
�AUST/N FOUST ASSc`' 014 7� /r✓C
MARINA PARK TPO
TRAFFIC ANALYSIS
FJ
u
H
' MARINA PARK TPO
TRAFFIC ANALYSIS
' This report summarizes an analysis performed for the proposed development of Marina Park in
Newport Beach based on the City's Traffic Phasing Ordinance (TPO) methodology. In addition, this
report summarizes the results of an analysis of cumulative conditions in compliance with California
Environmental Quality Act (CEQA) requirements.
PROJECT DESCRIPTION
The proposed Marina Park project is located on the Bay side of Balboa Boulevard between 18th
' Street and 16th Street on the Balboa Peninsula in the City of Newport Beach. Marina Park consists of a
10,200 square foot Community Center, an 11,200 square foot Sailing Center, recreational park uses, and a
' 23-berth non-commercial Visitor Marina. The Sailing Center will include a 54-seat caf6. A playground,
two tennis courts, two half -court basketball courts, beach volleyball courts, and open lawn areas for
' picnicking and free play are proposed. New docks and slips for sailing programs and expanded and
improved beach access will be provided. The existing Girl Scout House will be relocated on -site.
' The approximately nine -acre site is currently developed with a 57-unit mobile home park, a
community center, four tennis courts, a small playground, and the Girl Scout House. The Girl Scout
House will be relocated to the northwest corner of the project site. Adjacent to the project site between
' 16th Street and 15th Street is the existing American Legion Post 291, a small residential development,
and a commercial building.
' Figure 1 illustrates the location of the project. Figure 2 illustrates the proposed concept plan.
' TRIP GENERATION AND DISTRIBUTION
' The proposed Community Center will include three ground -floor classrooms for use by the sailing
program or other City programs, and the second floor will provide administrative functions and a large
' room that accommodates up to 80 people for use as a large classroom, four small classrooms, or a banquet
facility.
' Marina Park TPO 1 Austin -Foust Associates, Inc.
029033tpo.doc
Traffic Analysis
11
I
n
1
C
Legend Figure 1
TPO study locations PROJECT LOCATION
Marina Park TPO 2 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpoFigl.dwg
I
Figure 2
PROPOSED CONCEPT PLAN
Marina Park TPO 3 Austin -Foust Associates, hie.
Traffic Analysis 029033tpoFig2.dwg
I
The Sailing Center consists of a reception area, a medium sized meeting room, and a two-story
gallery space. The second floor will include a 54-seat cafe and administrative offices. The Sailing Center
' will provide indoor space for storage and maintenance of the boats and equipment used in the sailing
program.
The Visitor Marina includes 21 40-foot long berths and two 50-foot long berths for use by the
' public for short-term visiting non-commercial vessels plus a 200 foot long dock. Full hook-ups will be
provided to all berths. The marina will be fenced and controlled security access provided at the
southeastern comer. A marina control building containing an office, restrooms, and washing machines
will be provided adjacent to the marina entry point.
I
1
Amenities in the park will include picnic tables, restrooms, showers, play areas, half -court
basketball courts, benches, public beach and access to the water. Tennis courts are located adjacent to the
American Legion.
The site is currently developed with a 57-unit mobile home park, community center, Girl Scout
House, tennis courts, and playground which are generating peak hour and daily traffic. The mobile home
park is only partially occupied full-time. Credit for the peak hour and daily trips currently being
generated by the mobile home park was determined from driveway counts conducted in early June 2008.
These counts were collected prior to the beginning of the Summer season. Credit for the trips currently
being generated by the existing community center, tennis courts and playground were determined from
Institute of Transportation Engineers (ITE) trip rates.
The Girl Scout House will be relocated from its current location to the northwest corner of the site.
No changes in the trips generated by the Girl Scout House are expected.
Trip generation rates for the proposed project were derived from peak hour and daily trip rates
contained in ITE Trip Generation, Seventh Edition. A combined rate that consists of the ITE City Park
peak hour rates per acre and an average of the ITE City Park and Beach Park daily rates per acre was
applied to the park uses. ITE's Recreational Community Center trip rates were applied to the proposed
Community Center and Sailing Center, which includes a 54-seat cafe. These rates and the resulting trips
are summarized in Table 1.
The existing trips from the mobile home park, the tennis courts, and the playground were
subtracted from the proposed trip generation to produce the net new trips for the project. The project
Marina Park TPO 4 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpo.doe
LAND USE
Table I
TRIP GENERATION SUMMARY
AM PEAK HOUR
UNITS IN OUT TOTAL
PM PEAK HOUR
IN OUT TOTAL
ADT
TRIP RATES
Park
Acre .28 .20 .48
.38
.92
1.30
15.70
Recreational Community Center (ITE
495)Z 1.62
.88
2?96
Marina (ITE 420)
rt .03 .05
Berth
.111
.08
.19
TRIP GENERATION
Proposed Project
1 1 2
2
4
6
71
Park
Community Ctr/Sailing Ctr/Cafe
4.5 Acres
21.3 TSF 21 13 34
10
25
35
487
68
VisitorMarina
23Berths 1 1 2
3
2
5
Sub -Total
23 15 38
15
31
46
626
Existing Use
Mobile Home Park
57 DU 5 13 18
7
7
14
194
Park
1.2 Acres 0 0 0
0
-1
-1
-4
-1
-5
-19
-67
Community Ctr
2.9 TSF -3 -2 -5
NET NEW TRIPS
15 0 15
7
19
26
346
Notes:
t Park AM and PM trip rates from ITE
City Park (411) ratelacre, ADT rate averaged from City (411) and
Beach (415) Park
ADT rate/acre.
a ITE Recreational Community Center
(495) trip rates applied to Community Center, Sailing Center, and CaM
The Girl Scout House will be relocated
on -site and results in no net change in project trips.
Marina Park TPO 5 Austin -Foust Associates, Inc.
029033tpo.doe
Traffic Analysis
II
I
H
E
I
impacts are analyzed under worst case conditions since peak summer intersection counts are used in the
analysis and the trips generated by the proposed project represent peak summer trips; whereas, the credit
from the existing mobile home park is based on the non -peak season when the mobile home park is not
fully occupied. As the trip generation table indicates, the proposed project results in a net increase of 346
trips daily. During the AM peak hour there is a net increase of 15 trips generated compared with the trip
generation of the existing uses on the site. During the PM peak hour the proposed project generates 26
new trips compared with the trip generation of the existing uses on the site.
Trip distribution of project -generated traffic onto the surrounding circulation system was
determined from observed travel patterns in the vicinity of the project site as well as from locations and
levels of development in relation to the subject property. A large portion of trips generated by the project
are estimated to originate within the City of Newport Beach. Approximately 35 percent of project trips
are oriented toward the areas south of Coast Highway, including the Balboa Peninsula area. The
remaining 65 percent of project traffic is distributed along Coast Highway and Newport Boulevard. The
general distribution for the proposed development is illustrated in Figure 3. Project -generated trips were
distributed to the circulation system according to these distribution patterns. The AM and PM peak hour
trips for the proposed development are illustrated in Appendix A.
TPO TRAFFIC IMPACTS
The City of Newport Beach identified seven intersections for analysis to determine the impact of
the proposed Marina Park development. These intersections are:
Newport Boulevard and Hospital Road
Balboa Boulevard/Superior Avenue and Coast Highway
Newport Boulevard and Coast Highway
Riverside Avenue and Coast Highway
Tustin Avenue and Coast Highway
Newport Boulevard and Via Lido
Newport Boulevard and 32ad Street
Existing peak hour intersection volumes for the seven study locations listed above were provided
by City Staff (existing peak hour volumes are illustrated in Appendix A). The peak hour data was
collected during the non -peak season in 2006, 2007, and 2008. Existing intersection levels of service are
Marina Park TPO 6 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpo.doc
U
I
fJ
I
u
' based on intersection capacity utilization (ICU) values. The ICU values are a means of presenting the
volume to capacity ratios, with a V/C ratio of .90 representing the upper threshold for an acceptable level
' of service (LOS "D") in the City of Newport Beach. The City methodology calculates the ICU value to
three decimal places, and then reports the resulting ICU value rounded to two decimal places.
Existing ICU values for the study intersections assuming existing lane configurations are
summarized in Table 2 (actual ICU calculation sheets are included in Appendix B). As this table shows,
the study intersections are currently operating at LOS "D" or better during the AM and PM peak hours.
' These ICU values represent the non -peak season conditions.
Sample mid -block counts were collected to determine the seasonal increase in Summer traffic
volumes for this area of Newport Beach. Counts collected on Newport Boulevard at 32nd Street and on
Balboa Boulevard at 18th Street in early June 2008 (non -peak season) and late June 2008 (peak Summer
season) indicate an average increase of 18 percent in the daily traffic volume during the Summer (count
data is included in Appendix D). During the peak hours, the Summer increase averages 17 percent over
the non -peak season volume during the AM peak hour and 16 percent during the PM peak hour. Existing
peak hour volumes at the study intersections were increased to Summer conditions (illustrated in
' Appendix A), and the resulting Summer season ICU values are summarized in Table 3.
An ambient growth rate of 1.0 percent per year was added to the existing volumes along Newport
Boulevard north of Coast Highway and along Coast Highway. Construction of the project is assumed to
' be complete in 2010; therefore, the study year is 2011. Traffic generated by approved projects in the
study area, obtained from City Staff, were added to the existing peak hour volumes to obtain year 2011
background peak hour volumes for the intersections prior to the addition of project -generated traffic
(illustrated in Appendix A). Table 4 summarizes the approved projects included in this analysis.
' Background -plus -project peak hour volumes were obtained by adding the project -generated peak
hour intersection volumes presented above to the existing -plus -regional growth -plus -approved projects
' peak hour volumes. Background -plus -project peak hour volumes are illustrated in Appendix A.
The TPO analysis consists of a one percent analysis and an ICU analysis at each study intersection.
The one percent analysis compares the proposed project traffic with projected background peak hour
volumes. To pass the one percent analysis, peak hour traffic from the proposed project must be less than
one percent of the projected background peak hour traffic on each leg of the intersection. If the proposed
Marina Park TPO 8 Austin -Foust Associates, tnc.
Traffic Analysis 029033tpo.doc
Table 2
EXISTING ICU ANALYSIS SUMMARY — NON -PEAK SEASON
INTERSECTION AM PM
1.
Newport & Hospital
.59
.64
2.
Balboa/Superior & Coast Hyw
.68
.72
3.
Newport & Coast Hwy
.77
.68
4.
Riverside & Coast Hwy
.70
.81
5.
Tustin & Coast Hwy
.67
.58
6.
Newport & Via Lido
.47
.43
7.
Newport & 32nd
.48
.66
Level of service ranges:.00 - .60 A
.61- .70 B
.71- .80 C
.81- .90 D
.91-1.00 E
Above 1.00 F
Marion Park TPO 9 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpo.doc
I
Table 3
EXISTING ICU ANALYSIS SUMMARY— SUMMER SEASON
1. Newport & Hospital
.66
.70
2. Balboa/Superior & Coast Hyw
.79
.82
3. Newport & Coast Hwy
.90
.77
4. Riverside & Coast Hwy
.80
.88
5. Tustin & Coast Hwy
.78
.65
6. Newport & Via Lido
.54
.49
7. Newport & 32nd
.56
.74
Level of service ranges:.00 - .60 A
.61 - .70 B
.71 - .80 C
.81- .90 D
.91-1.00 E
Above 1.00 F
Marina Park TPO 10 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpo.doc
Table 4
APPROVED PROJECTS SUMMARY
Fashion Island Expansion
40
Temple Bat Yahm Expansion
65
CIOSA — Irvine Project
91
Newport Dunes
0
1401 Dove Street
0
1901 Westcliff Surgical Center
0
Hoag Hospital Phase 1I1
0
Birch Medical Office
0
St Mark Presbyterian Church
77
Corporate Plaza West
0
Mariner's Mile Gateway
0
Land Rover NB Service Center
0
Our Lady Queen of Angels Church Expansion
0
2300 Newport Boulevard
0
Newport Executive Court
0
Hoag Health Center
0
North Newport Center
0
Santa Barbara Condo
0
Marina Park TPO 11 AnStln-Foust Associates, Inc.
Traffic Analysis 029033tpo.doe
' project passes the one percent analysis, then the ICU analysis is not required and no further analysis is
necessary. If the proposed project does not pass the one percent analysis, then the ICU analysis must be
' performed for the intersection which fails to pass the one percent test.
' Table 5 summarizes the results of the non -peak season one percent analysis (the one percent
analysis sheets are included in Appendix Q. As this table indicates, the proposed project does not pass
the one percent analysis at two study intersections during the AM and PM peak hour; therefore, an ICU
analysis is required for the intersections of Newport Boulevard at Via Lido and Newport Boulevard at
32nd Street. The non -peak season volumes represent the worst -case one percent analysis since the
' Summer season volumes increase the background level against which the project trips are compared. If
the project passes the one percent analysis at a location under non -peak season conditions, then the
' project will pass the one percent analysis at that location under Summer season conditions.
' An ICU analysis was performed for the two intersections which did not pass the one percent test.
Existing lane configurations were assumed, and a capacity of 1,600 vph per lane with no clearance factor
was utilized. Table 6 summarizes the existing, background, and background -plus -project ICU values
during the AM and PM peak hours under non -peak season and Summer season conditions (actual ICU
' calculation sheets are included in Appendix B).
' As the ICU summary table indicates, the project will have no marginal impact on the intersections
of Newport Boulevard at Via Lido and Newport Boulevard at 32nd Street which will operate at LOS "C"
' or better during the AM and PM peak hours under non -peak season and Summer season conditions. The
project has no significant impact on the study intersections, and no mitigation is required.
CUMULATIVE CONDITIONS ANALYSIS
' City Staff provided a list of two known but not approved projects for use in a cumulative
' conditions analysis. These cumulative projects are summarized in Table 7. Trip generation and
distribution for each cumulative project was also provided by City Staff. The peak hour cumulative
intersection volumes were added to the background volumes presented earlier, and then project -generated
' traffic was added (see Appendix A). The previous non -peak season one percent analysis without
cumulative volumes represents the worst -case one percent analysis since the addition of cumulative traffic
' to the background volumes increases the chances of a project passing the one percent analysis. If an
' Marina Park TPO 12 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpo.doc
Table 5
SUMMARY OF ONE PERCENT ANALYSIS — NON -PEAK SEASON
AM PEAK HOUR PROJECT VOLUMES LESS THAN I % OF
INTERSECTION
NB
SB
EB
WB
PEAK HOUR VOLUM;
1. Newport & Hospital
1
4
0
0
Yes
2. Balboa/Superior & Coast Hwy
0
0
2
0
Yes
3. Newport & Coast Hwy
0
0
0
5
Yes
4. Riverside & Coast Hwy
0
1
0
4
Yes
5.. Tustin & Coast Hwy
0
0
0
4
Yes
6. Newport & Via Lido
1
10
0
0
Yes
7. Newport & 32nd
1
10
I
0
No
INTERSECTION
PM PEAK HOUR PROJECT VOLUMES--
NB SB EB WB
LESS THAN 1 % OF
PEAK HOUR VOLUMES
1. Newport & Hospital
6
2
0
0
Yes
2. Balboa/Superior & Coast Hwy
2
0
1
0
Yes
3. Newport & Coast Hwy
0
0
0
3
Yes
4. Riverside & Coast Hwy
0
1
7
2
Yes
5. Tustin & Coast Hwy
0
0
5
2
Yes
6. Newport &Via Lido
13
5
0
0
No
7. Newport & 32nd
14
5
0
0
No
Marina Park TPO 13 Austin -Foust Associates, Inc
Traffic Analysis 029033tpo.doc
Table 6
ICU ANALYSIS SUMMARY
BACKGROUND +
EXISTING
BACKGROUND
PROJECT
INTERSECTION
AM
PM
AM
PM
AM PM
Non -Peak Season
6. Newport & Via Lido
.47
.43
.47
.44
.47 .44
7. Newport & 32nd
.48
.66
.49
.67
.49 .67
Summer Season
6. Newport & Via Lido
.54
.49
.55
.49
.55 .49
7. Newport & 32nd
.56
.74
.56
.75
.56 .75
Level of service ranges:.00 - .60 A
.61 - .70 B
.71 - .80 C
.81 - .90 D
.91-1.00 E
Above 1.00 F
Marina Park TPO 14 Austin -Foust Associates, Inc.
029033tpo.doc
Traffic Analysis
Table 7
CUMULATIVE PROJECTS SUMMARY
LAND USE ANIUUry t
Newport Coast TAZ 1— 4 Single Family Detached
954 DU
Condominium/Townhouse
389 DU
Multi -Family Attached
175 DU
Newport Ridge TAZ 1 — 3 Single Family Detached
632 DU
Multi -Family Attached
384 DU
Commercial
102.96 TSF
DU — dwelling units
TSF — thousand square feet
Marina Park TPO 15 Austin -Foust Associates, loc.
Traffic Analysis 029033tpo.doc
' intersection passes the one percent analysis prior to the addition of cumulative traffic, then the
intersection will pass the one percent analysis with the addition of cumulative traffic and no further
' analysis is required at that location. Therefore, an ICU analysis for the two study intersections that did
not pass the non -peak season one percent analysis was prepared.
' The results of the cumulative ICU analysis are summarized in Table 8 (actual ICU calculation
' sheets are included in Appendix B). This table includes the non -peak season and Summer season ICU
values. As the cumulative ICU table indicates, the proposed project will have no significant impact on
the study intersections which operate at LOS "C" or better, and no mitigation is required.
' PARKING ANALYSIS
Parking for the proposed project will be provided in a main parking lot adjacent to the Community
' Center, Sailing Center, and Visitor Marina. This parking lot will provide approximately 127 spaces with
two-way circulation throughout the lot. Access to the main parking lot will be provided at 16th Street and
' with a connection to 15th Street. Parking for the Girl Scout House will be provided in a 26-space lot at
18th Street. One-way circulation should be provided in the 18th Street parking lot with traffic entering
' the south driveway and exiting the north driveway.
' The amount of parking required for the proposed project was determined from ITE parking rates
modified to suit this specific development. The parking rate applied to the Community Center is the ITE
' Recreational Community Center parking rate; however, the rate applied to the Sailing Center is reduced
from the ITE Recreational Community Center rate since large areas of the sailing center are used for
' storage and maintenance. The parking rate for the Visitor Marina is the ITE Marina parking rate. These
rates were developed in coordination with City staff.
' Table 9 summarizes the required project parking. As this table indicates, the worst -case parking
' estimate for the project is 144 spaces. Approximately 127 spaces will be provided in the main project
parking lot, with another 26 spaces provided in the 18th Street parking lot for a total of 153 spaces.
' The City is in the process of acquiring the existing SCE substation on Balboa Boulevard. The
proposed site plan shows parking on the substation property. If the City is unsuccessful in obtaining the
' SCE property and cannot include that land in the parking lot, the parking lot will lose approximately 11
spaces resulting in an overall parking deficiency of two spaces.
Manna Park TPO 16 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpo.doc
Table 8
CUMULATIVE ICU ANALYSIS SUMMARY
BACKGROUND+
BACKGROUND+ CUMULATIVE+
EXISTING BACKGROUND CUMULATIVE PROJECT
INTERSECTION AM PM AM PM AM PM AM PM
Non -Peak Season
6. Newport & Via Lido .47 .43 .47 .44 .47 .44 .47 .44
7. Newport & 32nd .48 .66 .49 .67 .49 .67 .49 .67
Summer Season
6. Newport & Via Lido .54
7. Newport & 32nd .56
Level of service ranges:.00 - .60 A
.61 - .70 B
.71 - .80 C
.81 - .90 D
.91- 1.00 E
Above 1.00 F
.49 .55 .49 .55 .49 .55 .49
.74 .56 .75 .56 .75 .56 .75
Marina Park TPO 17 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpo.doc
Table 9
PARKING SUMMARY
PARKING RATE
SPACES
LAND USE
SIZE RATE SOURCE
RE UIRED
Girl Scout House
5.5 TSF 2.36 sp/TSF 1
13 sp
Community Ctr
10.2 TSF 6 sp/TSF 2
61 sp
Sailing Ctr
11.1 TSF 5 sp/TSF 3
56 sp
Visitor Marina
23 Beiths .59 sp/Berth 4
14 sp
TOTAL SPACES
144 sp
Parking rate sources:
I Existing 6 spaces plus 7 added for expansion of facility
2 ITE Recreational Community Center (495) — includes CaM and Park
uses
3 Modified ITE Recreational Community Center (495)
4 ITE Marina(420)
Marina Park TPO is Austin -Foust Associates, Inc.
029033tpo doe
Traffic Analysis
The proposed parking lot is intended for the project only and not to provide additional beach
parking. To prevent the parking lot from being used for beach parking, as a result reducing the amount of
parking available for the project uses, signs indicating appropriate users and time limits and warning signs
indicating enforcement will be posted throughout the parking lot. Periodic monitoring and surveying of
' parking lot users will be performed to determine if beach parking is encroaching on the project parking
lot. If the warning signs are discouraging inappropriate users, then no further actions will be required. If
' the warning signs are being ignored, then a parking management plan with a more rigorous enforcement
program will be developed.
II
Currently, on -street parking is allowed along Balboa Boulevard in the vicinity of the project site.
Parking along the project frontage (i.e., the north side of Balboa Boulevard) is not metered; however,
parking is not allowed on Monday mornings (8:30 AM — 12:30 PM) for street sweeping. Furthermore,
parking is prohibited from 9:00 AM to 6:00 PM on Saturdays and Sundays from May through September,
Memorial Day, Fourth of July, and Labor Day to provide an additional travel lane. These parking
restrictions are assumed to remain in place with the development of the proposed project. Metered
parking spaces are provided in the center median along Balboa Boulevard, and development of the project
will have no affect on the operation of these spaces. A public parking lot with 24 spaces is currently
located at the corner of 18th Street and Balboa Boulevard. This parking lot will be removed and replaced
with a 26-space lot in the same location with development of the project.
The number of on -street parking spaces along the project frontage will change with the
development of the proposed project. Development of the project site will result in the widening of 18th
Street north of Balboa Boulevard which will allow additional on -street parking (approximately eight
spaces). In addition, development of the project will result in the closure of driveways on Balboa
Boulevard along the project frontage at the public parking lot on the corner of 18th Street, the existing
community center, Girl Scout House, and SCE substation, and the removal of the 30 minute loading zone
in front of the existing community center. With the closure of these driveways, an additional four on -
street parking spaces may be available; although, a new on -street drop-off zone may reduce this number
of new on -street parking spaces. On the other hand, the need to provide adequate sight distance east of
16th Street will require the removal of approximately 15 existing on -street parking spaces.
A left -turn pocket from eastbound Balboa Boulevard into the parking lot driveway at 16th Street
should be provided to reduce entering project traffic from blocking through traffic on Balboa Boulevard.
Although the hourly volume entering the parking lot driveway is not large (approximately 11 to 17
vehicles per hour), project trips are not spread out evenly throughout the hour, with the majority of
Marina Park TPO 19 Austin -Foust Associates, Inc.
029033tpo.doc
Traffic Analysis
I
' vehicles entering the parking lot in the 10 to 15 minutes before classes begin. An 85-foot pocket, similar
to existing left -turn pockets on Balboa Boulevard in the project vicinity, would result in the loss of
approximately three existing parking spaces in the center median on Balboa Boulevard.
' The overall change in on -street parking as a result of the proposed project is a reduction of
approximately six spaces between 18th Street and 15th Street.
SPECIAL ISSUES
' Access to the main parking lot of the proposed project will be provided by a driveway opposite
16th Street. A connection to 15th Street will also be available. A traffic signal exists at the intersection
' of 15th Street and Balboa Boulevard, approximately 400 feet east of the proposed driveway. Installation
of a traffic signal is being considered at the driveway opposite 16th Street. The need for a signal at this
' location was examined.
' Satisfaction of Caltrans Peak Hour Signal Warrant (Figure F-1) requires a minimum of 100 peak
hour trips on the side street approach. The proposed project will generate 39 AM peak hour driveway
' trips, 15 of which are outbound, and 46 PM peak hour driveway trips, 31 of which are outbound. The
project does not generate enough peak hour traffic to satisfy the signal warrant. Besides, the majority of
' outbound trips from the project will be oriented toward the west; therefore, they will make a right turn out
of the driveway and will experience very little benefit from a traffic signal at this location. Installation of
' a signal at the project driveway is not recommended due to the low peak hour volumes expected and the
close proximity to the existing signal at 15th Street.
Without a signal at the project driveway, outbound vehicles will have to wait for gaps in Balboa
' Boulevard traffic to exit. Vehicles making a left turn from the parking lot will have the option of exiting
the parking lot onto 15th Street and utilizing the existing signal at the intersection of 15th Street and
Balboa Boulevard. However, relatively little project traffic (approximately 15 percent) is expected to be
' oriented toward the Balboa Peninsula east of the project site during the peak hours. Less than five peak
hour trips would be added to the 15th Street/Balboa Boulevard intersection. The existing signal at 15th
' Street can, accommodate the addition of five peak hour trips.
' Without a signal at the driveway on Balboa Boulevard, vehicles will have to wait for gaps in traffic
on Balboa Boulevard. Balboa Boulevard is classified as a primary roadway in the vicinity of the project
' ssociates. Inc.
Marina Park TPO 20 Austin -Foust 029033tpo.doc
Traffic Analysis
' site. Parking and landscaping will need to be restricted east of the driveway so that a sight distance of
450 feet is provided per City Standard STD-110-L. This restriction will remove all on -street parking
' along the north side of Balboa Boulevard between 16th Street and 15th Street (approximately 15 spaces).
' CONCLUSIONS
' The proposed project, consisting of a 10,200 square foot community center, an 11,200 square foot
sailing center, park uses, a 23-berth non-commercial visitor marina, and re -located on -site Girl Scout
House, will generate 15 new AM peak hour trips, 26 new PM peak hour trips, and 346 new daily trips.
The marginal impact of project traffic on the street system was determined at seven intersections in the
vicinity. Two of the seven intersections did not pass the City's one percent analysis; however, the project
' had no marginal impact on the ICU values at these two intersections, which will continue to operate at
level of service (LOS) "C" or better during the AM and PM peak hours under non -peak season and
' Summer season conditions. Consequently, the proposed project has no significant impact on the study
intersections, and no additional intersection improvements are required.
IThe impact of traffic from known but not approved projects was included in a cumulative
' conditions analysis. Under cumulative non -peak season and Summer season conditions, the project had
no marginal impact during the AM or PM peak hour on the ICU values at the two intersections that did
' not pass the one percent analysis. Therefore, the proposed project has no significant impact on the study
intersections under cumulative conditions, and no intersection mitigation measures are required.
A review of the proposed parking reveals that the 153 spaces provided on -site are adequate to
' satisfy the project's demand. However, some monitoring of the parking lot as outlined in a parking
management plan will be required to ensure that the parking there is limited to legitimate Marina Park
' users.
I
I
I
Marina Park TPO 2] Austin -Foust Associates, Inc.
029033tpo doc
Traffic Analysis
I
I
1
1
L
1
1
1
1
1
1
H
1
1
1
1
1
1
Marina Park TPi
Traffic Analysis
1
APPENDIX A
PEAK HOUR INTERSECTION VOLUMES
A-1
Austin -Foust Associates, Inc.
029033tpo.doc
Figure A-1
PEAK HOUR PROJECT TRIPS
Marina Park TPO A-2 Austin -Foust Associates, Inc.
029033tpoFigA-I.dwg
Traffic Analysis
m m m m s m m m m m m m m m m m m s m
Figure A-2
EXISTING PEAK HOUR VOLUMES
- NON -PEAK SEASON
Marina Park TPO A-3 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpoFigA-2.dwg
Figure A-3
EXISTING+REGIONAL GROWTH+ APPROVED
PEAK HOUR VOLUMES
- NON -PEAK SEASON
Marina Park TPO A-4 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpoFigA-3.dwg
m m m m s= m m m m= m m m= m m
Figure A-4
EXISTING + GROWTH + APPROVED +PROJECT
PEAK HOUR VOLUMES
- NON -PEAK SEASON
Marina Park TPO A-5 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpoFigA-4.dwg
Figure A-5
EXISTING + GROWTH+ APPROVED + CUMULATIVE
PEAK HOUR VOLUMES
- NON -PEAK SEASON
Marina Park TPO A-6 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpoFigA-S.dwg
Figure A-6
EXISTING + GROWTH + APPROVED + CUMULATIVE
+PROJECT PEAK HOUR VOLUMES
-NON-PEAK SEASON
Marina Park TPO A-7 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpoFigA-6.dwg
Figure A-7
EXISTING PEAK HOUR VOLUMES
- SUMMER SEASON
Marina Park TPO A-8 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpoFigA-7.dwg
Figure A-8
EXISTING + REGIONAL GROWTH + APPROVED
PEAK HOUR VOLUMES
- SUMMER SEASON
Marina Park TPO A-9 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpoFigA-8.dwg
m m m m m m m m m ■■ m m m m m m s m m
Figure A-9
EXISTING + GROWTH + APPROVED + PROJECT
PEAK HOUR VOLUMES
- SUMMER SEASON
Marina Park TPO A-10 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpoFigA-9.dwg
Figure A-10
EXISTING + GROWTH + APPROVED + CUMULATIVE
PEAK HOUR VOLUMES
- SUMMER SEASON
Marina Park TPO A-11 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpoFigA-10.dwg
Figure A-11
EXISTING + GROWTH + APPROVED + CUMULATI V E
+ PROJECT PEAK HOUR VOLUMES
-SUMMERSEASON
Marina Park TPO A-12 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpoFigA-11 dwg
' APPENDIX B
INTERSECTION CAPACITY UTILIZATION
' Peak hour intersection volume/capacity ratios are calculated by means of intersection capacity
utilization (ICU) values. ICU calculations were performed for the intersections shown in Figure B-1. For
simplicity, signalization is assumed at each intersection. Precise ICU calculations of existing non -
signalized intersections would require a more detailed analysis.
' The procedure is based on the critical movement methodology, and shows the amount of capacity
utilized by each critical move. A capacity of 1600 vehicles per hour (VPH) per lane is assumed with no
' clearance interval. Calculations are carried out to three decimal places. A "de -facto" right -turn lane is
used in the ICU calculation for cases where a curb lane is wide enough to separately serve both thru and
' right -turn traffic (typically with a width of 19 feet from curb to outside of thru-lane with parking
prohibited during peak periods). Such lanes are treated the same as striped right -turn lanes during the
ICU calculations, but they are denoted on the ICU calculation worksheets using the letter "d" in place of a
' numerical entry for right -turn lanes.
' The methodology also incorporates a check for right -turn capacity utilization. Both right -turn -on -
green (RTOG) and right -turn -on -red (RTOR) capacity availability are calculated and checked against the
total right -turn capacity need. If insufficient capacity is available, then an adjustment is made to the total
capacity utilization value. The following example shows how this adjustment is made.
' Example For Northbound Right
' 1. Right -Turn -On -Green (RTOG)
If NBT is critical move, then:
' RTOG = V/C (NBT)
Otherwise,
RTOG = V/C (NBL) + V/C (SBT) - V/C (SBL)
2. Right -Turn -On -Red (RTOR)
' If WBL is critical move, then:
RTOR = V/C (WBL)
Otherwise,
RTOR = V/C (EBL) + V/C (WBT) - V/C (EBT)
Marion Park TPO B-1 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpo.doc
IJ
I
11
u
E
p
Legend Figure 13-I
TPO study locations STUDY INTERSECTION LOCATIONS
Marina Park TPO E-2 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpoFigE-I.dwg
0
' 3 Right -Turn Overlap Adjustment
' If the northbound right is assumed to overlap with the adjacent westbound left, adjustments to the
RTOG and RTOR values are made as follows:
' RTOG = RTOG + V/C (WBL)
RTOR = RTOR - V/C (WBL)
4 Total Right-Tum Capacity (RTC) Availability For NBR
RTC = RTOG + factor x RTOR
' Where factor = RTOR saturation flow factor (75%)
Right -turn adjustment is then as follows: Additional ICU = V/C (NBR) - RTC
' A zero or negative value indicates that adequate capacity is available and no adjustment is
' necessary. A positive value indicates that the available RTOR and RTOG capacity does not adequately
accommodate the right -turn V/C, therefore the right -turn is essentially considered to be a critical
' movement. In such cases, the right -turn adjustment is noted on the ICU worksheet and it is included in
the total capacity utilization value. When it is determined that a right -turn adjustment is required for more
' than one right -turn movement, the word "multi" is printed on the worksheet instead of an actual right -turn
movement reference, and the right-tum adjustments are cumulatively added to the total capacity
utilization value. In such cases, further operational evaluation is typically carried out to determine if
under actual operational conditions, the critical right -turns would operate simultaneously, and therefore a
right -turn adjustment credit should be applied.
Shared Lane V/C Methodology
t
For intersection approaches where shared usage of a lane is permitted by more than one turn
' movement (e.g., left/thm, thm/right, left/thru/right), the individual turn volumes are evaluated to
determine whether dedication of the shared lane is warranted to any one given turn movement. The
' following example demonstrates how this evaluation is carried out:
Example for Shared Left/Thru Lane
1 Average Lane Volume (ALV)
' ALV = Left -Turn Volume +Thru Volume
Total Left + Thru Approach Lanes (including shared lane)
' Marina Park TPO B-3 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpo.doc
' 2 ALV for Each Approach
' ALV (Left) = Left-Tum Volume
Left Approach Lanes (including shared lane)
' ALV (Thru) = Thru Volume
Thru Approach Lanes (including shared lane)
' 3. Lane Dedication is Warranted
If ALV (Left) is greater than ALV then full dedication of the shared lane to the left-tum
' approach is warranted. Left -turn and thru VIC ratios for this case are calculated as follows:
V/C (Left) = Left -Turn Volume
' Left Approach Capacity (including shared lane)
V/C (Thru) = Thru Volume
' Thru Approach Capacity (excluding shared lane)
Similarly, if ALV (Thru) is greater than ALV then full dedication to the thru approach is
' warranted, and left-tum and thru V/C ratios are calculated as follows:
V/C (Left) = Left -Turn Volume
' Left Approach Capacity (excluding shared lane)
V/C (Thru) = Thru Volume
Thru Approach Capacity (including shared lane)
4. Lane Dedication is not Warranted
' If ALV (Left) and ALV (Thru) are both less than ALV, the left/thru lane is assumed to be
truly shared and each left, left/thru or thru approach lane carries an evenly distributed volume
of traffic equal to ALV. A combined left/thru V/C ratio is calculated as follows:
V/C (Left/Thru) = Left -Turn Volume +Thm Volume
Total Left + Thru Approach Capacity (including shared lane)
' This V/C (Left/Thru) ratio is assigned as the V/C (Thru) ratio for the critical movement
analysis and ICU summary listing.
' If split phasing has not been designated for this approach, the relative proportion of V/C
(Thru) that is attributed to the left -turn volume is estimated as follows:
' If approach has more than one left -turn (including shared lane), then:
V/C (Left) = V/C (Thru)
' Marina Park TPO H-4 Austin -Foust Associates, Inc.
Traffic Analysis
029033tpo.doc
1 If approach has only one left -turn lane (shared lane), then:
V/C (Left) = Left -Turn Volume
Single Approach Lane Capacity
' If this left -turn movement is determined to be a critical movement, the V/C (Left) value is
posted in brackets on the ICU summary printout.
' These same steps are carried out for shared thm/right lanes. If full dedication of a shared
thru/right lane to the right -turn movement is warranted, the right -turn V/C value calculated in step three is
checked against the RTOR and RTOG capacity availability if the option to include right -turns in the V/C
ratio calculations is selected. If the V/C value that is determined using the shared lane methodology
' described here is reduced due to RTOR and RTOG capacity availability, the V/C value for the thru/right
lanes is posted in brackets.
' When an approach contains more than one shared lane (e.g., left/thru and thru/right), steps one
and two listed above are carried out for the three turn movements combined. Step four is carried out if
dedication is not warranted for either of the shared lanes. If dedication of one of the shared lanes is
' warranted to one movement or another, step three is carried out for the two movements involved, and then
steps one through four are repeated for the two movements involved in the other shared lane.
Marina Park 1PO B-5 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpo doc
1. Newport 6 Hospital
Existing
AN PK
HOUR
PH PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1
1600
166
.104'
137
.086'
NET
3
4800
1565
.326
1273
.265
NBR
1
1600
86
.054
84
.053
SBL
1
1600
47
.029
47
.029
SBT
3
4800
1088
.314'
1544
.3744
SEA
0
0
420
252
EBL
2
3200
214
.086'
356
.111'
EBT
1
1600
160
.100
132
.083
EBR
1
1600
194
.121
214
.134
Will,
1
1600
57
.036
122
.076
WBT
2
3200
252
.086'
167
.071'
WBR
0
0
22
61
TOTAL CAPACITY UTILIZATION .590
Simmer - Existing
Ali PK
HOUR
PH PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1
1600
190
.119'
160
.100'
NBT
3
4800
1830
.381
1440
.300
HER
1
1600
100
.063
100
.063
SBL
1
1600
60
.038
50
.031
SET
3
4800
1270
.36%'
1740
.421'
SBR
0
0
490
280
EBL
2
3200
274
.086'
356
.111'
EBT
1
1600
160
.100
132
.083
EBR
1
1600
194
.121
214
.134
WBL
1
1600
57
.036
122
.076
WBT
2
3200
252
AW
167
.071'
WBR
0
0
22
61
642 TOTAL CAPACITY UTILIZATION
658 .703
Marina Park TPO Austin -Foust Associates, Inc.
Traffic Analysis B-6 029033tpo-AppB.pdf
2. Balboa/Superior 6 Coast Hwy
Existing
All PK HOUR PM PK HOUR
LANES CAPACITY VOL V/C VOL V/C
NBL 1.5 202 261
NET 1.5 4800 321 .129' 209 .111*
NBR 0 89 65
SBL 2.5 110 163 .051
SBT 1.5 6400 122 .046' 231 .074*
SHE 2 3200 181 .058 338 .231
EEL 2 3200 988 .309 255 .080*
EBT 3 4B00 2242 .467* 1169 .244
EBR 1 1600 238 .149 225 .141
WBL 1 1600 61 .038* 147 .092
WBT 4 6400 582 .121 2165 .359'
WBR 0 0 206 .129 134
Right Turn Adjustment SBA .097*
Note: Assumes N/S Split Phasing
TOTAL CAPACITY UTILIZATION .680 .721
Marina Park TPO
Traffic Analysis
Summer - Existing
AM PK HOUR PH PK HOUR
LANES CAPACITY VOL V/C VOL V/C
NBL 1.5 240 300
NBT 1.5 4800 380 .150' 240 .127*
NBR 0 100 70
SBL 2.5 200 180 .056
SBT 1.5 6400 140 .053' 270 .084'
SBR 2 3200 220 .069 830 .259
EBL 2 3200 1160 .363 290 .091*
EBT 3 4800 2620 .546' 1320 .275
EBR 1 1600 280 .1-5 250 .156
WBL 1 1600 70 .044* 170 .106
WBT 4 6400 680 .142 2450 .406*
WBR 0 0 240 .150 150
Right Turn Adjustment SEE .107'
Note: Assumes N/S Split Phasing
TOTAL CAPACITY UTILIZATION .793 .815
Austin -Foust Associates, Inc
13-7 029033tpo-AppB.pdf
3. Newport S Coast Hwy
Existing
A14 PH HOUR
PH PH HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
0
0
0
0
NET
0
0
0
0
NBR
0
0
0
0
SBL
2
3200
384
.120'
617
.193'
SET
0
0
0
0
SBR
1
1600
269
.168
470
.294
EBL
0
0
0
0
EST
2
3200
2075
.648'
1267
.396'
EBR
f
487
267
Will,
0
0
0
0
NET
3
4000
979
.204
1848
.385
14BR
f
370
563
Right Turn Adjustment
SBR
.093'
TOTAL CAPACITY UTILIZATION .768 .682
Summer - Existing
A14 PH HOUR
P14 PK HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
0
0
0
0
NET
0
0
0
0
HER
0
0
0
0
SBL
2
3200
450
.141'
700
.219'
SET
0
0
0
0
SBR
1
1600
320
.200
530
.331
EBL
0
0
0
0
EBT
2
3200
2430
.759'
1430
.447'
EBR
f
570
300
Will,
0
0
0
0
WBT
3
4800
1140
.238
2090
.435
WBR
f
430
640
Right
Turn Adjustment
SBR
.103'
TOTAL CAPACITY UTILIZATION .900 .769
Marino Park TPO Austin -Foust Associates, Inc.
Trade Analysis B-8 029033tpo-AppB.pdf
4. Riverside 6 Coast Hwy
Existing
A14 PK HOUR PM PK HOUR
LANES CAPACITY VOL V/C VOL V/C
NBL 0 0 1 1.0011* i
NBT 1 1600 3 .003 6 .014*
HER 0 0 1 9
SBL 0 0 82 17 1.0481* II
SBT 1 1600 9 .057, 4 .051
SBR 1 1600 337 .211 451 .282
EBL 1 1600 274 .171 253 .158*
EBT 2 3200 2004 .629' 13BB .438
EBB 0 0 9 14
WBL 1 1600 12 .008* 4 .003
WBT 3 4800 1106 .230 2312 .482*
WBR 1 1600 64 .040 45 .028
Right Turn Adjustment SBR .106*
TOTAL CAPACITY UTILIZATION .695 .BOB
Summer - Existing
AM PK HOUR P14 PK HOUR
LANES CAPACITY VOL V/C VOL V/C
NBL 0 0 1 1.00114
NOT 1 1600 3 .003 6 .014'
NBR 0 0 1 9
SBL 0 0 82 77 1.0481*
SET 1 1600 9 .057' 4 .051
SBR I 1600 337 .211 451 .282
EBL 1 1600 320 .200 290 .181'
EBT 2 3200 2340 .734' 1570 .497
EBR 0 0 10 20
WBL 1 1600 10 .006' 10 .006
WBT 3 4800 1290 .269 2610 .544'
WBR 1 1600 80 .050 50 .031
Right Turn Adjustment SBR .088*
TOTAL CAPACITY UTILIZATION .798 .875
Marina Park TPO Austin -Foust Associates, Inc.
Traffic Analysis B-9 029033tpo-AppB.pd(
5. Tustin 6 Coast Hwy
Existing
AN PK HOUR
PH PK HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
0
0
0
2
1,0011'
NBT
1
1600
0
.000
1
.002
NBR
0
0
0
0
SBL
0
0
29
53
SBT
1
1600
0
.035f
0
.051t
SBR
0
0
27
28
EBL
1
1600
37
.023
68
.043a
EBT
2
3200
2016
.631'
1406
.440
EBR
0
0
2
2
WBL
0
0
0
0
NUT
3
4800
1138
.231
2326
.485+
WBR
1
1600
40
.025
56
.035
TOTAL CAPACITY UTILIZATION
666 .580
Surnez - Existing
A14 PK HOUR
PI4 PK HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
0
0
0
2
1.0011'
NET
1
1600
0
.000
1
.002
NBR
0
0
0
0
SBL
0
0
29
53
SET
1
1600
0
.035'
0
.051'
SBR
0
0
27
28
EBL
1
1600
40
.025
80
.050'
EBT
2
3200
2360
.741'
1590
.500
EBR
0
0
10
10
WBL
0
0
0
0
WBT
3
4800
1330
.271
2630
.548'
HER
1
1600
50
.031
60
.038
TOTAL CAPACITY UTILIZATION
776 .650
Marina Park TPO Austin -Foust Associates, Inc.
Traffic Analysis 33-10 029033tpo-AppB.pd(
6. Newport 6 Via Lido
Existing
AM PK HOUR PI4 PK HOUR
LANES CAPACITY VOL V/C VOL V/C
NBL 0 0 0 0
NBT 3 4800 1501 .313' 1236 .258+
NBR f 11 28
SBL 2 3200 461 .144' 515 .161+
SBT 3 4800 922 .192 1811 .37'
SBR 0 0 0 0
EBL 0 0 0 0
EBT 0 0 0 0
EBR 0 0 0 0
WBL 1 1600 12 .008' 21 .013+
WBT 0 0 0 0
WBR 2 3200 285 .089 272 .085
TOTAL CAPACITY UTILIZATION .465 .432
Existing + Growth + Approved + Project
AN PK' HOUR PI4 PK HOUR
LANES CAPACITY VOL V/C VOL V/C
NBL 0 0 0 0
NBT 3 4800 1530 .319' 1271 .265+
NBA f 17 28
SBL 2 3200 461 .144' 515 .161+
SBT 3 4B00 942 .196 1865 .3B9
SBR 0 0 0 0
EBL 0 0 0 0
EBT 0 0 0 0
EBR 0 0 0 0
WBL 1 1600 12 .0081 21 .013'
WBT 0 0 0 0
WBR 2 3200 . 285 .OB9 272 .085
TOTAL CAPACITY UTILIZATION .471 .439
Existing + Regional Growth + Approved
AM PK
HOUR
P14 PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
0
0
0
0
NBT
3
4800
1529
.319+
1258
.262+
HER
f
17
28
SBL
2
3200
461
.144+
515
.161'
SBT
3
4800
932
.194
1860
.388
SBR
0
0
0
0
EBL
0
0
0
0
EBT
0
0
0
0
EBR
0
0
0
0
14BL
1
1600
12
.008'
21
.0134
WBT
0
0
0
0
WBR
2
3200
285
.089
272
.005
TOTAL CAPACITY UTILIZATION .471 .436
Existing + Growth + Approved + Cumulative
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
0
0
0
0
NET
3
4800
1529
.319+
1258
.262'
NBR
f
17
28
SBL
2
3200
461
.144+
515
.161'
SBT
3
4800
932
.194
1860
.388
SBR
0
0
0
0
EBL
0
0
0
0
ail
EBT
0
0
0
0
EBR
0
0
0
0
WBL
1
1600
12
.008+
21
.013+
WBT
0
0
0
0
WBR
2
3200
285
.089
212
.085
TOTAL CAPACITY UTILIZATION .471 .436
Marina Park TPO Austin -Foust Associates, Inc.
Traffic Analysis B.11 0290331po-AppB.pdf
6. Newport 6 Via Lido
Existing + Growth + Approved + Cumulative + Project
A14 PH
HOUR
PH PK
HOUR
LANES
CAPACITY
VOL
VIC
VOL
VIC
NBL
0
0
0
0
NOT
3
4800
1530
.319*
1211
.265+
NOR
f
11
28
SBL
2
3200
461
.144*
515
.161,
SOT
3
4800
942
.196
1865
.389
SBR
0
0
0
0
EBL
0
0
0
0
EBT
0
0
0
0
EBR
0
0
0
0
WBL
1
1600
12
.008*
21
.013*
WBT
0
0
0
0
WBR
2
3200
2B5
.089
272
.085
TOTAL CAPACITY UTILIZATION .471 .439
Sumer - Existing + Regional Growth + Approved
AM PK HOUR P14 PK HOUR
LANES CAPACITY VOL VIC VOL VIC
NBL 0 0 0 0
NOT 3 4800 1788 .373' 1422 .296'
NOR f 20 30
SBL 2 3200 540 .169* 580 .181'
SOT 3 4800 1090 .221 2099 .437
SBR 0 0 0 0
EBL 0 0 0 0
EBT 0 0 0 0
EBR 0 0 0 0
WBL 1 1600 10 .006* 20 .013+
HOT 0 0 0 0
WBR 2 3200 330 .103 310 .091
TOTAL CAPACITY UTILIZATION .548 .490
Marina Park TPO
Traffic Analysis
B-12
Summer - Existing
AM PK HOUR PH PK HOUR
LANES CAPACITY VOL VIC VOL VIC
NBL 0 0 0 0
NOT 3 4800 1760 .367+ 1400 .292'
NOR f 20 30
SBL 2 3200 540 .169+ 500 .181*
SOT 3 4800 1080 .225 2050 .427
SBR 0 0 0 0
EBL 0 0 0 0
EBT 0 0 0 0
EBR 0 0 0 0
Wel, 1 1600 10 .006+ 20 .013*
IVBT 0 0 0 0
l4BR 2 3200 330 .103 310 .097
TOTAL CAPACITY UTILIZATION .542 .486
Sumer
- Existing + Growth + Approved +
Project
AN PK
HOUR
PH PK
HOUR
LANES
CAPACITY
VOL
VIC
VOL
VIC
NBL
0
0
0
0
NOT
3
4800
1789
.373+
1435
.299'
NOR
f
20
30
SBL
2
3200
540
.169*
580
,181*
SOT
3
4800
1100
.229
2104
.438
SBR
0
0
0
0
EBL
0
0
0
0
EBT
0
0
0
0
EBR
0
0
0
0
WBL
1
1600
10
.006*
20
.013*
NOT
0
0
0
0
WBR
2
3200
330
.103
310
.097
TOTAL CAPACITY UTILIZATION .548 .493
Austin -Foust Associates, Inc.
029033tpo-AppB.pdf
6. Newport 6 Via Lido
Summer - Existing + Growth + Approved + Cumulative
AN PK HOUR PM PK HOUR
LANES CAPACITY VOL V/C VOL V/C
NBL 0 0 0 0
NBT 3 4800 1788 .373* 1422 .296*
HER f 20 30
SBL 2 3200 540 .169* 580 .181*
SET 3 4800 1090 .227 2099 .437
SBR 0 0 0 0
EEL 0 0 0 0
EBT 0 0 0 0
EBR 0 0 0 0
NBL 1 1600 10 .006* 20 .013*
WBT 0 0 0 0
WBR 2 3200 330 .103 310 .091
TOTAL CAPACITY UTILIZATION ,548 .490
Summer -
Existing + Growth + Approved +
Cumulative +
Project
AM PK
HOUR
P14 PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
0
0
0
0
NBT
3
4800
1789
.373*
1435
.299*
NBR
f
20
30
SBL
2
3200
540
.169*
580
.181*
SET
3
4900
1100
.229
2104
.438
SBR
0
0
0
0
EBL
0
0
0
0
EBT
0
0
0
0
EBR
0
0
0
0
WBL
1
1600
10
.006*
20
.013*
t9BT
0
0
0
0
WBR
2
3200
330
.103
310
.091
TOTAL CAPACITY UTILIZATION .548 .493
Marina Park TPO Austin -Foust Associates, Inc
Tr ffic Analysis B-13 029033tpo-AppB.pdf
7. Newport 6 32nd
.Existing
A14 PH HOUR PH PH HOUR
LANES CAPACITY VOL V/C VOL V/C
NBL 1 1600 24 .015 51 .032'
NBT 2 3200 1020 .323+ 925 .292
NBR 0 0 13 8
SBL 1 1600 69 .043+ 62 .039
SBT 2 3200 827 .209 1464 .5411
SBA 0 0 98 287
EBL 1.5 302 161
EBT 0.5 3200 29 .103' 32 .060'
EBR f 23 27
WBL 0 0 21 21
WBT 2 3200 18 .0124 33 .017'
WBR f 65 46
Note: Assumes E/W Split Phasing
TOTAL CAPACITY UTILIZATION .481 .656
Existing + Growth + Approved + Project
AM PH HOUR P14 PH HOUR
LANES CAPACITY VOL V/C VOL V/C
NBL 1 1600 24 .015 52 .0331
NBT 2 3200 1033 .327' 954 .301
NBR 0 0 13 8
SBL 1 1600 69 .0431 62 .039
SBT 2 3200 843 .294 1496 .55"
SBR 0 0 90 287
EBL 1.5 303 161
EBT 0.5 3200 29 .104' 32 .060'
EBR f 24 21
WBL 0 0 21 21
NET 2 3200 18 .012' 33 .017'
WBR f 65 46
Note: Assumes E/W Split Phasing
TOTAL CAPACITY UTILIZATION .486 .667
Marina Park TPO
Traffic Analysis
B-14
Existing + Regional Growth + Approved
A14 PH HOUR PH PH HOUR
LANES CAPACITY VOL V/C VOL V/C
NBL 1 1600 24 .015 51 .032+
NBT 2 3200 1032 .327+ 941 .297
NBR 0 0 13 8
SBL 1 1600 69 .0431 62 .039
SBT 2 3200 833 .291 1491 .556'
SBR 0 0 98 287
EBL 1.5 303 161
EBT 0.5 3200 29 .104+ 32 .060+
EBR f 23 27
WBL 0 0 21 21
WBT 2 3200 1B .012f 33 .011f
14BR f 65 46
Note: Assumes E/W Split Phasing
TOTAL CAPACITY UTILIZATION .4B6 .665
Existing + Growth + Approved + Cumulative
AM PH HOUR P14 PH HOUR
LANES CAPACITY VOL V/C VOL V/C
NBL 1 1600 24 .015 51 .032'
NBT 2 3200 1032 .327' 941 .297
HER 0 0 13 8
SBL 1 1600 69 .043+ 62 .039
SBT 2 3200 833 .291 1491 .5561
SBR 0 0 98 287
EBL 1.5 303 161
EBT 0.5 3200 29 .104+ 32 .060+
EBR f 23 21
t4BL 0 0 21 21
WBT 2 3200 18 .012+ 33 .017f
WEIR f 65 46
Note: Assumes E/W Split Phasing
TOTAL CAPACITY UTILIZATION .486 .665
Austin -Foust Associates, Inc.
029033tpo-AppEt.pdf
1. Newport 6 32nd
Existing + Growth + Approved + Cumulative + Project
AM PK HOUR PI4 PK HOUR
LANES CAPACITY VOL VIC VOL VIC
NBL 1 1600 24 .015 52 .03"
NOT 2 3200 1033 .327' 954 .301
NOR 0 0 13 8
SBL 1 1600 69 .043' 62 .039
SET 2 3200 843 .294 1496 .55''
SBR 0 0 98 287
EBL 1.5 303 161
EBT 0.5 3200 29 .104+ 32 .060'
EBR f 24 27
NBL 0 0 21 21
NOT 2 3200 10 .012' 33 .Olt'
NOR f 65 46
Note: Assumes E/14 Split Phasing
TOTAL CAPACITY UTILIZATION .486 .667
Summer - Existing + Regional Growth + Approved
AM PK HOUR PI4 PK HOUR
LANES CAPACITY VOL VIC VOL VIC
NBL 1 1600 30 .019 60 .038'
NET 2 3200 1202 .382' 1056 .333
NOR 0 0 20 10
SBL 1 1600 80 .050* 70 .044
SET 2 3200 976 .343 1677 .624'
SBR 0 0 120 320
EBL 1.5 351 180
EBT 0.5 3200 30 .119* 40 .069'
EBR f 30 30
WBL 0 0 20 20
WBT 2 3200 20 .013+ 40 .019'
NOR f 80 50
Note: Assumes E/W Split Phasing
TOTAL CAPACITY UTILIZATION .564 .750
Summer - Existing
AI4 PK HOUR
PI4 PK HOUR
LANES
CAPACITY
VOL
VIC
VOL
VIC
NBL
1
1600
30
.019
60
.038'
NOT
2
3200
1190
.378'
1040
.32B
NOR
0
0
20
10
SBL
1
1600
80
.050+
70
.044
SET
2
3200
970
.341
1650
.616'
SBR
0
0
120
320
EEL
1.5
350
180
EBT
0.5
3200
30
.119'
40
.069'
EBR
f
30
30
WBL
0
0
20
20
WBT
2
3200
20
.013'
40
.019'
WBR
f
80
50
Note: Assumes E/W Split Phasing
TOTAL CAPACITY UTILIZATION .560 .742
Summer - Existing + Growth + Approved + Project
AM PK HOUR PI4 PK HOUR
LANES CAPACITY VOL VIC VOL VIC
NBL 1 1600 30 .019 61 ,036+
NET 2 3200 1203 .382' 1069 .337
NOR 0 0 20 30
SBL 1 1600 80 .050+ 70 .044
SOT 2 3200 986 .346 1682 .626*
SBR 0 0 120 320
EBL 1.5 351 180
EBT 0.5 3200 30 .119+ 40 .069*
EBR f 31 30
I4BL 0 0 20 20
WBT 2 3200 20 .013' 40 .019'
WBR f 80 50
Note: Assumes E/W Split Phasing
TOTAL CAPACITY UTILIZATION .564 .152
Austin -Foust Associates, Inc
Marina Park TPO 029033tpo-AppB.pdf
Traffic Analysis 13-I5
7. Newport 6 32nd
Summer - Existing + Growth + Approved + Cumulative
AM PH HOUR PM PH HOUR
LANES CAPACITY VOL V/C VOL V/C
NBL 1 1600 30 .019 60 .038'
NET 2 3200 1202 .382+ 1056 .333
NBR 0 0 20 10
SBL 1 1600 80 .050' 70 .044
SBT 2 3200 976 .343 1617 .624+
SBR 0 0 120 320
EBL 1.5 351 180
EBT 0.5 3200 30 .119' 40 .069'
EBR f 30 30
WBL 0 0 20 20
WBT 2 3200 20 .013' 40 .019'
14BR f 80 50
Note: Assumes E/W Split Phasing
TOTAL CAPACITY UTILIZATION .564 .750
Summer - Existing + Growth + Approved + Cumulative +
Project
All PH HOUR PM PH HOUR
LANES CAPACITY VOL V/C VOL V/C j
NBL 1 1600 30 .019 61 .038+
NET 2 3200 1203 .382' 1069 .337
NBR 0 0 20 10
SBL 1 1600 80 .050' 70 .044
SBT 2 3200 986 .346 1682 .626+
SBR 0 0 120 320
EBL 1.5 351 180
EBT 0.5 3200 30 .119' 40 .069+
EBR f 31 30
WBL 0 0 20 20
WBT 2 3200 20 .013+ 40 .019'
WBR f 80 50
Note: Assumes E/W Split Phasing
TOTAL CAPACITY UTILIZATION .564 .752
Austin -Foust Associates, Inc
Marina Park TPO
Traffic Analysis B-16 029033tpo-AppB pdf
I
' APPENDIX C
1 % ANALYSIS WORKSHEETS
J
�J
11
I
Marina Park TPO C-1 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpo.doc
'
1 % Traffic Volume Analysis
Intersection: 1. Newport Blvd & Hospital Rd
'
Existing Traffic Volumes Based on Average Winter/Spring 2008
Peak 1 Hour Approved Cumulative
Existing Regional Projects Projects Projected
1% of Projected
Project
'
Approach
Peak 1 Hour Growth Peak 1 Hour Peak 1 Hour Peak 1 Hour
Peak 1 Hour
Peak 1 Hour
Direction
Volume Volume Volume Volume Volume
Volume
Volume
'
AM PEAK PERIOD
Northbound
1817 55 96 0 1968
20
1
Soulhbound
1555 47 78 0 1680
17
4
'
Eastbound
628 0 30 0 658
7
0
'
Westbound
331 0 1 0 332
3
1
Project AM Traffic is estimated to be less than 1% of Projected AM Peak 1 Hour Traffic Volume.
Project AM Traffic is estimated to be 1 % or greater of Projected AM Peak 1 Hour Traffic Volume.
Intersection Capacity Utilization (ICU) Analysis is required.
PM PEAK PERIOD
Northbound
1494 45 127 0 1666
17
6
Southbound
1843 55 82 0 1980
20
2
Eastbound
702 0 102 0 804
8
0
Westbound
350 0 0 0 350
4
0
Project PM Traffic Is estimated to be less than 1% of Projected PM Peak 1 Hour Traffic Volume.
Project PM Traffic is estimated to be 1% or greater of Projected PM Peak 1 Hour Traffic Volume.
Intersection Capacity Utilization (ICU) Analysis is required.
PROJECT:
Marina Park FULL OCCUPANCY YEAR:
2011
Marina Park TPO Austin -Foust Associates, Inc.
Traffic Analysis C-2 0290331po-AppC.pdf
1 % Traffic Volume Analysis
Intersection: 2. Balboa Blvd/Superior Ave & Coast Hwy
'
Existing Traffic Volumes Based on Average Winter/Spring
2006
Peak 1 Hour Approved Cumulative
Existing
Regional Projects Projects
Projected
1 % of Projected
Project
Approach
Peak 1 Hour
Growth Peak 1 Hour Peak 1 Hour
Peak 1 Hour
Peak 1 Hour
Peak 1 Hour
Direction
Volume
Volume Volume Volume
Volume
Volume
Volume
AM PEAK PERIOD
Northbound
618
0 13 0
631
6
0
479 0 30 0 509
5
0
Southbound
'
Eastbound
3468 173 97 0 3738
37
2
Westbound
849 42 42 0 933
9
0
Project AM Traffic is estimated to be less than 1 % of Projected AM Peak 1 Hour Traffic Volume.
Project AM Traffic is estimated to be 1% or greater of Projected AM Peak 1 Hour Traffic Volume.
Intersection Capacity Utilization (ICU) Analysis is required.
PM PEAK PERIOD
Northbound
535 0 17 0 552
6
2
'
Southbound
1138 0 137 0 1275
13
0
Eastbound
1649 82 102 0 1833
18
1
Westbound
2446 122 67 0 2635
26
0
_=> Project PM Traffic is estimated to be less than 1 % of Projected PM Peak 1 Hour Traffic Volume.
Project PM Traffic is estimated to be, 1% or greater of Projected PM Peak 1 Hour Traffic Volume.
Intersection Capacity Utilization (ICU) Analysis is required.
PROJECT: Marina Park FULL OCCUPANCY YEAR: 2011
t
Marina Park TPO
Traffic Analysis C-3
Austin -Foust Associates, Inc.
0290331po-AppC.pdf
'
1 % Traffic Volume Analysis
Intersection: 3. Newport Blvd & Coast Hwy
Existing Traffic Volumes Based on Average WintedSpring 2007
Peak 1 Hour Approved Cumulative
Existing Regional Projects Projects Projected
1 % of Projected
Project
'
Approach
Peak 1 Hour Growth Peak 1 Hour Peak 1 Hour Peak 1 Hour
Peak 1 Hour
Peak 1 Hour
Direction
Volume Volume Volume Volume Volume
Volume
Volume
AM PEAK PERIOD
Northbound
0 0 0 0 0
0
0
Southbound
653 26 61 0 740
7
0
Eastbound
2562 102 16 0 2680
27
0
'
Westbound
1098 44 42 0 1184
12
5
Project AM Traffic is estimated to be less than 1 % of Projected AM Peak 1 Hour Traffic Volume.
Project AM Traffic is estimated to be 1 % or greater of Projected AM Peak 1 Hour Traffic Volume.
Intersection Capacity Utilization (ICU) Analysts is required.
'
PM PEAK PERIOD
Northbound
0 0 0 0 0
0
0
Southbound
1087 43 105 0 1235
12
0
Eastbound
1534 61 83 0 1678
17
0
Westbound
2411 96 26 0 2533
25
3
Project PM Traffic is estimated to be less than 1 % of Projected PM Peak 1 Hour Traffic Volume.
Project PM Traffic is estimated to be 1% or greater of Projected PM Peak 1 Hour Traffic Volume.
-
Intersection Capacity Utilization (ICU) Analysis is required.
PROJECT:
Marina Park FULL
OCCUPANCY YEAR:
2011
Marina Park TPO
Austin -Foust
Associates, Inc.
Tramc Analysis
C4
029033tpo-AppC.pdf
'
1 % Traffic Volume Analysis
Intersection: 4. Riverside Ave & Coast Hwy
'
Existing Traffic Volumes Based on Average Winter/Spring
2008
Peak 1 Hour Approved Cumulative
Existing Regional Projects Projects
Projected
1°/ of Projected Project
' Approach
Peak 1 Hour Growth Peak 1 Hour Peak 1 Hour
Volume Volume
Peak 1 Hour
Volume
Peak 1 Hour Peak 1 Hour
Volume Volume
Direction
Volume Volume
AM PEAK PERIOD
0
Northbound
5 0 0 0
5
0
1 Southbound 428 0 2 0 430
Eastbound
2287 69 116 0 2472
Westbound
1182 35 112 0 1329
>
Project AM Traffic is estimated to be less than 1 % of Projected AM Peak 1 Hour Traffic Volume.
'
Project AM Traffic is estimated to be 1% or greater of Projected AM Peak 1 Hour Traffic Volume.
Intersection Capacity Utilization (ICU) Analysis is required
PM PEAK PERIOD
'
Northbound
22 0 0 0 22
'
Southbound
532 0 2 0 534
Eastbound
1655 50 181 0 1886
Westbound
2361 71 171 0 2603
Project PM Traffic Is estimated to be less than 1% of Projected PM Peak 1 Hour Traffic Volume.
Project PM Traffic is estimated to be 1 % or greater of Projected PM Peak 1 Hour Traffic Volume.
Intersection Capacity Utilization (ICU) Analysis is required.
PROJECT:
Marina Park
Manna Park TPO
Traffic Analysis C-5
4 1
25 0
13 4
0 0
5 1
19 7
26 2
FULL OCCUPANCY YEAR: 2011
Austin -Foust Associates, Inc.
029033tpo-AppC.pdf
'
1 % Traffic Volume Analysis
Intersection: 5. Tustin Ave & Coast Hwy
'
Existing Traffic Volumes Based on Average Winter/Spring 2008
Peak 1 Hour Approved Cumulative
Existing Regional Projects Projects Projected
1 % of Projected
Project
'
Approach
Peak 1 Hour Growth Peak 1 Hour Peak 1 Hour Peak 1 Hour
Peak 1 Hour
Peak 1 Hour
Direction
Volume Volume Volume Volume Volume
Volume
Volume
AM PEAK PERIOD
Northbound
0 0 0 0 0
0
0
1
0
Soulhbound
56 0 0 0 56
Eastbound
.2055 62 121 0 2238
22
0
'
Westbound
1178 35 112 0 1325
13
4
Project AM Traffic Is estimated to be less than 1 % of Projected AM Peak 1 Hour Traffic Volume.
Project AM Traffic Is estimated to be 1% or greater of Projected AM Peak 1 Hour Traffic Volume.
Intersection Capacity Utilization (ICU) Analysis is required.
PM PEAK PERIOD
�I
Northbound
3 0 0 0 3
0
0
'
Southbound
81 0 0 0 81
1
0
'
Eastbound
1476 44 184 0 1704
17
6
Westbound
2382 71 172 0 2625
26
2
Project PM Traffic is estimated to be less,lhan 1 % of Projected PM Peak 1 Hour Traffic Volume.
Project PM Traffic is estimated to be 1% or greater of Projected PM Peak 1 Hour Traffic Volume.
Intersection Capacity Utilization (ICU) Analysis is required.
PROJECT:
Marina Park
FULL OCCUPANCY YEAR:
2011
Marina Park TPO
Austin -Foust Associates, Inc.
0290331po-AppC pdf
Traffic Analysis C4
t
'
1 % Traffic Volume Analysis
Intersection: 6. Newport Blvd & Via Lido
Existing Traffic Volumes Based on Average Winter/Spring
2007
Peak 1 Hour Approved Cumulative
Existing
Regional Projects Projects
Projected 1%of Projected Project
'
Approach
Peak 1 Hour
Growth Peak 1 Hour Peak 1 Hour
Peak 1 Hour Peak 1 Hour Peak 1 Hour
Direction
Volume
Volume Volume Volume
Volume Volume Volume
AM PEAK PERIOD
1518
0 28 0
1546 15 1
Northbound
' Southbound 1383 0 10 0 1393
' Eastbound 0 0 0 0 0
'
Westbound
297 0 0 0 297
_=>
Project AM Traffic is estimated to be less than 1 % of Projected AM Peak 1 Hour Traffic Volume.
Project AM Traffic is estimated to be 1% or greater of Projected AM Peak 1 Hour Traffic Volume.
Intersection Capacity Utilization (ICU) Analysis is required
'
PM PEAK PERIOD
'
Northbound
1264 0 22 0 1286
Southbound
2326 0 49 0 2375
Eastbound
0 0 0 0 0
Westbound
293 0 0 0 293
'
Project PM Traffic is estimated to be less than 1 % of Projected PM Peak 1 Hour Traffic Volume.
__>
Project PM Traffic is estimated to be 1% or greater of Projected PM Peak 1 Hour Traffic Volume.
Intersection Capacity Utilization (ICU) Analysis is required.
PROJECT:
Marina Park
li
Marina Park TPO C 7
Traffic Analysis
14 10
0 0
3 0
13 13
24 5
0 0
3 0
FULL OCCUPANCY YEAR: 2011
Austin -Foust Associates, Inc.
029033tpo-AppC.pdf
1
1% Traffic Volume Analysis
Intersection: 7. Newport Blvd & 32nd St
tExisting
Traffic Volumes Based on Average Winter/Spring
2007
Peak 1 Hour Approved Cumulative
Existing Regional Projects Projects
Projected
1%of Projected
Project
'
Approach
Peak 1 Hour Growth Peak 1 Hour Peak 1 Hour
Peak 1 Hour
Peak 1 Hour
Peak 1 Hour
Direction
Volume Volume Volume Volume
Volume
Volume
Volume
AM PEAK PERIOD
Northbound
1057 0 12 0
1069
11
1
'
1000
10
10
Soulhbound
994 0 6 0
'
Eastbound
354 0 1 0
355
4
1
'
Westbound
104 0 0 0
104
1
0
Project AM Traffic is estimated to be less than 1% of Projected AM Peak 1 Hour Traffic Volume.
Project AM Traffic is estimated to be 1% or greater of Projected AM Peak 1 Hour
Traffic Volume.
Intersection Capacity Utilization (ICU) Analysis is required.
1
PM PEAK PERIOD
'
Northbound
984 0 16 0
1000
10
14
'
Soulhbound
1813 0 27 0
1840
18
5
Eastbound
220 0 0 0
220
2
0
Westbound
100 0 0 0
100
1
0
'
Project PM Traffic is estimated to be less than 1 % of Projected PM Peak 1 Hour
Traffic Volume.
Project PM Traffic is estimated to be 1% or greater of Projected PM Peak 1 Hour
Traffic Volume.
Intersection Capacity Utilization (ICU) Analysis is required.
PROJECT:
Marina Park
FULL
OCCUPANCY YEAR:
2011
'
Manna Park TPO
Austin -Foust
Associates, Inc
Traffic Analysis C-8
029033tpo•AppC.pdf
H
H
n
n
1
u
t
u
7Y:
APPENDIX D
' TRAFFIC DATA SERVICES. INC. LOCATION CODE 06806.CO3
LOCATION - NEWPORT-BTN 32ND/31ST VOLUMES FOR - TUESDAY 6/24108
AM PM
TIME
NB
SB
TOTAL
TIME
NB
SO
TOTAL
12:00
- 12:15
35
48
83
12:00
- 12:15
220
329
549
12:15
- 12:30
47
35
82
12:15
- 12:30
291
350
641
12:30
- 12:45
60
30
90
12:30
- 12:45
264
378
642
12:45
- 1:00
44
186
32 145
76
331
12:45
- 1:00
254 1029
354 1411
608 2440
1:00
- 1:15
40
26
66
1:00
- 1:15
296
322
618
1:15
- 1:30
34
20
54
1:15
- 1:30
282
290
572
1:30
- 1:45
37
22
59
1:30
- 1:45
260
294
554
1:45
- 2:00
23
134
16 84
39
218
1:45
- 2:00
288 1126
294 1200
582 2326
2:00
- 2:15
13
14
27
2:00
- 2:15
271
286
557
2:15
- 2:30
11
14
25
2:15
- 2:30
253
280
533
2:30
- 2:45
4
6
10
2:30
- 2:45
26B
316
584
2:45
- 3:00
6
34
9 43
15
77
2:45
- 3:00
304 1096
282 1164
586 2260
3:00
- 3:15
8
8
16
3:00
- 3:15
304
242
546
3:15
- 3:30
6
4
10
3:15
- 3:30
290
261
551
3:30
- 3:45
12
4
16
3:30
- 3:45
307
283
590
3:45
- 4:00
9
35
10 26
19
61
3:45
- 4:00
284 1185
296 1082
580 2267
4:00
- 4:15
13
5
18
4:00
- 4:15
326
312
638
4:15
- 4:30
11
8
19
4:15
- 4:30
320
312
632
4:30
- 4:45
7
4
11
4:30
- 4:45
288
274
562
4:45
- 5:00
17
48
28 45
45
93
4:45
- 5:00
262 1196
296 1194
558 2390
5:00
- 5:15
23
31
54
5:00
- 5:15
288
343
631
5:15
- 5:30
22
45
67
5:15
- 5:30
238
304
542
5:30
- 5:45
45
64
109
5:30
- 5:45
286
364
650
5:45
- 6:00
47
137
66 206
113
343
5:45
- 6:00
290 1102
349 1360
639 2462
6:00
- 6:15
58
68
126
6:00 -
6:15
294
317
611
6:15
- 6:30
86
92
178
6:15 -
6:30
246
366
612
6:30
- 6:45
98
100
198
6:30 -
6:45
268
306
574
6:45
- 7:00
118
360
124 384
242
744
6:45 -
7:00
266 1074
292 1281
558 2355
7:00
- 7:15
146
138
284
7:00 -
7:15
285
324
609
7:15
- 7:30
184
138
322
7:15 -
7:30
256
288
544
7:30
- 7:45
220
160
380
7:30 -
7:45
246
252
498
7:45
- 8:00
188
738
205 641
393
1379
7:45 -
8:00
243 1030
272 1136
515 2166
8:00
- 8:15
213
195
408
8:00 -
8:15
238
206
444
8:15
- 8:30
247
214
461
8:15 -
8:30
229
214
443
8:30
- 8:45
247
256
503
8:30 -
8:45
209
186
395
8:45
- 9:00
262
969
250 915
512
1884
8:45 -
9:00
216 892
186 792
402 1684
9:00
- 9:15
244
232
476
9:00 -
9:15
203
160
363
9:15
- 9:30
201
196
397
9:15 -
9:30
208
168
376
9:30
- 9:45
199
208
407
9:30 -
9:45
210
154
364
9:45
- 10:00
229
873
250 886
479
1759
9:45 -
10:00
186 807
147 629
333 1436
10:00
- 10:15
200
254
454
10:00 -
10:15
166
151
317
10:15
- 10:30
184
270
454
10:15 -
10:30
164
147
311
10:30
- 10:45
204
268
462
10:30 -
10:45
145
98
243
10:45
- 11:00
212
800
270 1052
482
1852
10:45 -
11:00
133 608
95 491
228 1099
11:00
- 11:15
200
308
508
11:00 -
11:15
116
78
194
11:15
- 11:30
232
295
527
11:15 -
11:30
84
66
ISO
11:30
- 11:45
246
345
591
11:30 -
11:45
73
62
135
11:45
- 12:00
225
903
362 1310
587
2213
11:45 -
12:00
78 351
74 280
152 631
rt,t�fnMA-Xkx.F*inEtt,ttx-ktttx,tkt**,tt,M.trt,trtltrtrtrt:t+Mkktt,ttt+,t#**�:Fiat,F*,trt*k:t�,t,t,�,t***A,trt,E,EatA,t**�*+t
a-k:FA,t,M-k��:F,t*txt:t*+F:t�*****:Fk�a
TOTALS
5,217
5,737
10,954
11,496
12,020
23,516
ADT'S
16,713
17.757
34.470
D-2 ri' i9
'
TRAFFIC
DATA
SERVICES, INC.
LOCATION
CODE 06806.004
'
LOCATION - BALBOA-BTN 19TH/18TH
VOLUMES FOR - TUESDAY
6/24/08
AM
PM
TIME
EB
WB
TOTAL
TIME
EB
WB
TOTAL
'
12:00
- 12:15
34
25
59
12:00
- 12:15
294
236
530
12:15
- 12:30
30
24
54
12:15
- 12:30
312
260
572
12:30
- 12:45
26
42
68
12:30
- 12:45
320
208
528
'
12:45
- 1:00
22 112
32 123
54 235
12:45
- 1:00
285 1211
245 949
530 2160
1:00
- 1:15
23
26
49
1:00
- 1:15
246
242
488
1:15
- 1:30
14
15
29
1:15
- 1:30
234
228
462
'
1:30
- 1:45
16
15
31
1:30
- 1:45
236
217
453
1:45
- 2:00
17 70
14 70
31 140
1:45
- 2:00
242 958
224 911
466 1869
2:00
- 2:15
12
9
21
2:00
- 2:15
225
234
459
'
2:15
- 2:30
10
6
16
2:15
- 2.30
260
220
480
2:30
- 2:45
6
4
10
2:30
- 2:45
226
211
437
2:45
- 3:00
8 36
5 24
13 60
2:45
- 3:00
205 916
252 917
457 1833
'
3:00
- 3:15
5
6
11
3:00
- 3:15
212
240
452
493
3:15
- 3:30
5
4
9
3:15
- 3:30
252
241
3:30
- 3:45
2
4
6
3:30
- 3:45
233
252
485
3:45
- 4:00
5 17
4 18
9 35
3:45
- 4:00
254 951
236 969
490 1920
'
4:00
- 4:15
4
11
15
4:00
- 4:15
275
304
579
4:15
- 4:30
3
10
13
4:15
- 4:30
218
262
480
4:30
- 4:45
8
8
16
4:30
- 4:45
254
253
507
'
4:45
- 5:00
23 38
14 43
37 81
4:45
- 5:00
224 971
228 1047
452 2018
5:00
- 5:15
20
23
43
5:00
- 5:15
288
242
530
5:15 -
5:30
30
23
53
5:15
- 5:30
262
206
468
'
5:30 -
5.45
36
39
75
5:30
- 5:45
266
218
484
5:45 -
6:00
46 132
48 133
94 265
5:45
- 6:00
287 1103
264 930
551 2033
6:00 -
6:15
44
53
97
6:00
- 6:15
260
273
533
'
6:15 -
6:30
54
73
127
6:15
6:30
- 6:30
6:45
274
210
187
220
461
430
6:30 -
6:45
58
88
146
-
6:45 -
7:00
83 239
102 316
185 555
6:45
- 7:00
232 976
187 867
419 1843
'
7:00 -
7:15
104
130
234
7:00
7:15
- 7:15
- 7:30
237
223
202
190
439
413
7:15 -
7:30
102
150
252
7:30 -
7:45
112
180
292
7:30
- 7:45
212
199
411
7:45 -
1:11
160 471
171 631
331 1116
7:45
- 1:10
191 171
171 769
376 1111
'
8:00 -
8:15
154
194
348
8:00
- 8:15
148
152
300
8:15 -
8:30
174
227
401
8:15
- 8:30
160
142
302
1:30 -
1:45
104
234
431
1:31
- 1:41
111
140
271
'
8:45 -
9:00
192 724
238 893
430 1617
8:45
- 9:00
140 578
150 584
290 1162
9:00 -
9:15
184
214
398
9:00
- 9:15
131
124
255
9:15 -
9:30
166
175
341
9:15
- 9:30
129
132
261
9:30 -
9:45
152
172
324
9:30
- 9:45
133
145
278
9:45 -
10:00
208 710
196 757
404 1467
9:45
- 10:00
111 504
126 527
237 1031
10:00 -
10:15
202
164
366
10:00
- 10:15
108
102
210
10:15 -
10:30
220
156
376
10:15
- 10:30
108
111
219
'
10:30 -
10:45
196
177
373
10:30
- 10:45
81
96
177
10:45 -
11:00
210 828
162 659
372 1487
10:45
- 11:00
85 382
84 393
169 775
11:00 -
11:15
233
184
417
11:00
- 11:15
56
55
111
'
11:15 -
11:30
260
189
449
11:15
- 11:30
52
44
96
11:30 -
11:45
286
212
498
11:30
- 11:46
38
41
79
11:45 -
12:00
294 1073
172 757
466 1830
11:45
- 12:00
52 198
42 182
94 380
TOTALS
4,457
4,431
8,888
9,618
.9.045
18.663
ADT'S
14,075
13.476
27,551
*a,t*#-x**a,M,tt****#*�,ttttt&a#,hF,raxx,tttttrt,Ert,Fk,tt,tt��i.-,ttrt:Fk:F�rtrt:t**A+tt**krtrtrt�k#-k*+�.ratrtrt*antht,F*,Ffxft,Fh��,t*�t*+:t��xkx-.tks�
!/
'
D-3
,�^
TRAFFIC DATA SERVICES, INC. LOCATION CODE 06806.CO1
LOCATION - NEWPORT-BTN 32ND131ST AVERAGED VOLUMES FOR - TUESDAY 6/3/08 TO WEDNESDAY 6/4/08
AM
**:t+:,fx***aaa,�x*****t
*,�x**ti:,Fx***xx***,t:,E:t pM
TIME
NB
SB
TOTAL
TIME
NB
SB
TOTAL
12:00 -
12:15
44
46
90
12:00
- 12:15
210
276
486
12:15 -
12:30
54
35
89
12:15
- 12:30
202
286
488
12:30 -
12:45
39
38
77
12:30
- 12:45
222
272
494
12:45 -
1:00
37
174
25
144
62
318
12:45
- 1:00
240 874
290 1124
530 1998
1:00 -
1:15
40
22
62
1:00
- 1:15
212
238
450
1:15 -
1:30
30
15
45
1:15
- 1:30
266
242
508
1:30 -
1:45
33
23
56
1:30
- 1:45
202
240
442
1:45 -
2:00
22
125
16
76
38
201
1:45
- 2:00
224 904
256 976
480 1880
2:00 -
2:15
24
18
42
2:00
- 2:15
208
232
440
2:15 -
2:30
12
11
23
2:15
- 2:30
226
255
481
2:30 -
2:45
0
4
4
2:30
- 2:45
226
216
442
2:45 -
3:00
11
47
9
42
20
89
2:45
- 3:00
240 . 900
255 958
495 1858
3:00 -
3:15
11
5
16
3:00
- 3:15
227
237
464
3:15 -
3:30
8
6
14
3:15
- 3:30
196
245
441
3:30 -
3:45
6
3
9
3:30
- 3:45
232
270
502
3:45 -
4:00
5
30
5
19
10
49
3:45
- 4:00
236 891
244 996
480 1887
4:00 -
4:15
6
4
10
4:00
- 4:15
241
238
479
4:15 -
4:30
8
2
10
4:15
- 4:30
229
256
485
4:30 -
4:45
9
12
21
4:30
- 4:45
216
264
480
4:45 -
5:00
14
37
11
29
25
66
4:45 -
5:00
212 898
290 1048
502 1946
5:00 -
5:15
24
14
38
5:00 -
5:15
228
300
528
5:15 -
5:30
24
28
52
5:15 -
5:30
244
306
550
5:30 -
5:45
29
36
65
5:30 -
5:45
236
329
565
5:45 -
6:00
40
117
44
122
84
239
5:45 -
6:00
191 899
342 1277
533 2176
6:00 -
6:15
77
62
139
6:00 -
6:15
215
341
556
6:15 -
6:30
88
82
170
6:15 -
6:30
200
344
544
6:30 -
6:45
109
98
207
6:30 -
6:45
236
320
556
6:45 -
7:00
148
422
118
360
266
782
6:45 -
7:00
214 865
312 1317
526 2182
7:00 -
7:15
182
150
332
7:00 -
7:15
221
306
527
7:15 -
7.30
171
144
315
7:15 -
7:30
224
234
458
7:30 -
7:45
247
156
403
7:30 -
7:45
208
249
457
7:45 -
8:00
240
840
203
653
443
1493
7:45 -
8:00
200 853
192 981
392 1834
8:00 -
8:15
235
186
421
8:00 -
8:15
212
192
404
8:15 -
8:30
232
174
406
8:15 -
8:30
180
198
378
8:30 -
8:45
223
179
402
8:30 -
8:45
202
195
170 755
397
374 1553
8:45 -
9:00
197
887
190
729
387
1616
8:45 -
9:00
204 798
9:00 -
9:15
185
179
364
9:00 -
9:15
188
144
332
9:15 -
9:30
174
202
376
9:15 -
9:30
220
156
376
9:30 -
9:45
'185
212
.
397
9:30 -
9:45
136
119
255
9:45 -
10:00
196
740
220
813
416
1553
9:45 -
10:00
133 677
116 535
249 1212
10:00 -
10:15
200
214
414
10:00 -
10:15
150
112
262
10:15 -
10:30
197
183
380
10:15 -
10:30
114
114
228
10:30 -
10:45
190
174
364
10:30 -
10:45
108
84
400
192
172 954
10:45 -
11:00
208
795
254
825
462
1620
10:45 -
11:00
82 454
90
11:00 -
11:15
183
215
398
11:00 -
11:15
82
70
152
11:15 -
11:30
194
202
396
11:15 -
11:30
81
57
138
11:30 -
11:45
228
234
462
11:30 -
11:45
75
54
129
98 517
11:45 -
12:00
197
802
268
919
465
1721
11:45 -
12:00
56 294
42 223
TOTALS
5,016
4.731
9,747
9,307
10.590
19,897
14,323
15,321
29,644
ADT'S
LOCATION
CODE 06806.002
TRAFFIC
DATA SERVICES,
INC.
********k*************k*************k**k*******k***************k**k***kk*************k**kA'k*k***k*****k****k********k**
LOCATION
- BALBOA-BTN
19TH/18TH
AVERAGED VOLUMES FOR
- TUESDAY 6/3/08 TO WEDNESDAY 6/4/08
*******kk**************k***
AM
***k*******k**************
PM
**********k**********k***
TOTAL
TIME
E8 WB TOTAL TIME EB WB
63
12:00 -
12:15
194
175
369
12:00 -
12:15
37
26
26
54
12.15 -
12:30
180
158
338
12:15 -
12:30
28
22
54
12:30 -
12:45
174
152
326
12:30 -
12:45
32
120
19 93
42 213
12:45 -
1:00
242 790
196 681
438 1471
12:45 -
1:00
23
1:00 -
1:15
18
19
37
1:00 -
1:15
151
138
216
289
406
1:15 -
1:30
19
16
35
1:15 -
1:30 -
1:30
1:46
190
188
156
344
1:30 -
1:45
21
16
9 60
37
22 131
1:45 -
2:00
198 727
172 682
370 1409
1:45 -
2:00
13
71
2:00 -
2:15
12
10
22
2:00 -
2:15
184
163
182
347
371
2:15 -
2:30
12
14
26
2:15 -
2:30 -
2:30
2:45
189
223
192
415
2:30 -
2:45
5
5
5 34
10
14 72
2:45 -
3:00
199 795
206 743
405 1538
2:45 -
3:00
9
38
5
8
3:00 -
3:15
193
163
356
3:00 -
3:15
3
7
15
3:15 -
3:30
184
165
349
3:15 -
3:30
8
5
7
3:30 -
3:45
206
214
420
3:30 -
3:45
2
5 22
8 38
3:45 -
4:00
101 764
210 752
391 1516
3:45 -
4:00
3
16
5
8
4:00 -
4:15
218
185
403
4:00 -
4:15
3
5
8
4:15 -
4:30
198
198
396
4:15 -
4:30
3
9
13
4:30 -
4:45
208
182
390
4:30 -
4:45
4
10 29
15 44
4:45 -
5:00
211 835
166 731
377 1566
4:45 -
5:00
5
15
5:00 -
5:15
9
21
30
5:00 -
6:15
220
216
172
220
392
436
5:15 -
5:30
18
26
44
5:15 -
5:30 -
5:30
5:45
256
189
445
5:30 -
5:45
22
30
111
52
67 193
5:45 -
6:00
286 978
148 729
434 1707
5:45 -
6:00
33
82
34
6:00 -
6:15
41
77
118
6:00 -
6:15
268
178
179
446
433
6:15 -
6:30
43
70
113
6:15 -
6:30 -
6:30
6:45
254
292
162
454
6:30 -
6:45
50
83
362
141
213 585
6.45 -
7:00
226 1040
168 687
394 1727
6:45 -
7:00
81
223
132
7:00 -
7:15
106
156
262
7:00 -
7:15
236
159
177
395
385
7:15 -
7:30
122
162
284
7:15 -
7:30 -
7:30
7:45
208
180
148
328
7:30 -
7:45
108
207
782
315
481 1342
7:45 -
8:00
163 787
148 632
311 1419
7:45 -
8:00
224
560
257
8:00 -
8:15
179
254
433
8:00 -
8:15
8:30
146
140
148
144
294
284
8:15 -
8:30
114
200
314
8:15 -
8:30 -
8:45
142
134
276
8:30 -
8:45
117
226
846
343
306 1396
8:45 -
9:00
130 558
137 563
267 1121
8:45 -
9:00
140
550
166
9:00 -
9:15
13B
154
292
9:00 -
9:15
118
116
169
23
304
9:15 -
9:30
138
170
308
9:15 -
9:30 -
9:30
9:45
135
92
78
170
9:30 -
9:45
153
159
654
312
332 1244
9:45 -
10:00
81 426
74 437
155 863
9:45 -
10:00
161
590
171
10:00 -
10:15
160
148
308
10:00 -
10:15
92
93
100
66
192
159
10:15 -
10:30
132
154
286
10:15 -
10:30 -
10:30
10:45
62
6B
130
10:30 -
10:45
132
162
660
294
354 1242
10:45 -
11:00
61 308
52 286
113 594
10:45 -
11:00
158
582
196
11:00 -
11:15
182
158
340
11:00 -
11:15
55
56
58
54
113 110
11:15 -
11:30
164
150
314
11:15 -
11:30 -
11:30
11:45
33
44
77
11:30 -
11:45
168
210
165 683
378
343 1375
11:45 -
12:00
40 184
28 184
6B 368
11:45 -
12:00
178
692
8.192
7,107
15,299
TOTALS
3.539
4,336
7.875
11,731
11.443
23,174
ADT'S
I
1
fl
r
I
II
_I
APPENDIX E
DEFINITIONS
Certain terms used throughout this report are defined below to clarify their intended meaning:
ADT Average Daily Traffic. Generally used to measure the total two -directional
traffic volumes passing a given point on a roadway.
DU Dwelling Unit. Used in quantifying residential land use.
ICU
Intersection Capacity Utilization. A measure of the volume to capacity ratio
for an intersection. Typically used to determine the peak hour level of service
for a given set of intersection volumes.
LOS
Level of Service. A scale used to evaluate circulation system performance
based on intersection ICU values or volume/capacity ratios of arterial
segments.
Peak Hour
This refers to the hour during the AM peak period (typically 7 AM - 9 AM) or
the PM peak period (typically 3 PM - 6 PM) in which the greatest number of
vehicle trips are generated by a given land use or are traveling on a given
roadway.
TSF
Thousand Square Feet. Used in quantifying non-residential land uses, and
refers to building floor area.
V/C
Volume to Capacity Ratio. This is typically used to describe the percentage of
capacity utilized by existing or projected traffic on a segment of an arterial or
intersection.
VPH
Vehicles Per Hour. Used for roadway volumes (counts or forecasts) and trip
generation estimates. Measures the number of vehicles in a one hour period,
typically the AM or PM peak hour.
Marina Park TPO E-1 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpo.doc
0
APPENDIX I+
PEAK HOUR SIGNAL WARRANT
n
0
I
I
I
I
I
0
n
I
1
I
E
' Marina Park TPO F-1 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpo.doc
700
600
U
a500
0-0
°-
t- D-
400
w
� w
U)
300
J
cl�0 0
z>
:2 = 200
c�
100
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
MAJOR STREET VPH (TOTAL OF BOTH APPROACHES)
A NOTE: THESE CURVES ARE RECOMMENDED FOR USE IN AREAS OF URBAN CLASSIFICATION (i.e. POSTED SPEED LIMIT ON THE MAJOR STREET IS
64 km/hr or 35 MPH OR LESS).
* NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES, AND 100 VPH APPLIES
AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH ONE LANE.
Source: RniW — Figure 4C-3
2
OR MORE
LANES
(MAJOR)
& 2 OR MORE
LANES
(MINOR)
2 OR MORE LANES (MAJOR)
OR 1 LANE (MAJOR) & 2 OR
& 1 LANE (MINOR)
MORE LANES (MINOR �
1 LANE
(MAJOR)
&
1 LANE
(MINOR)
Figure F-1
PEAKHOUR SIGNAL WARRANT
Marina Park TPO F-2 Austin -Foust Associates, Inc.
Traffic Analysis 029033tpoFigF-1.dwg