HomeMy WebLinkAbout3813; TRAFFIC IMPACT FEES; CIRCULATION IMPLEMENTATION & TIF; 1991-04-01Traffic Impact
Fees
Program
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CITY OF CARLSBAD
CIRCULATION IMPLEMENTATION
PROGRAM: AND
TRAFFIC IMPACT.FEE STUDY
April 1991
Prepared by:
Engineering Department
CITY OF CARLSBAD
CIRCULATION IMPLEMENTATION PROGRAM
AND
TRAFFIC IMPACT FEE STUDY
TABLE OF CONTENTS
Pace No.
1. INTRODUCTION ....................................................1
STUDY METHODOLOGY ..............................................2
CIRCULATION SYSTEM EVALUATION ....................................3
Roadway Segment Analysis .......................................3
Intersection Analysis ............................................7
Sidewalk Program ............................................11
Transportation Management and Monitoring ........................13
TRAFFIC IMPACT FEE PROGRAM .....................................14
ALTERNATIVE AND PHASING ANALYSIS ................................18
ISSUES ............................................................24
Cannon Road ...............................................24
Melrose Drive Extension .......................................27
Rancho Del Oro Interchange ....................................27
Arenal Road Extension ........................................28
Carlsbad Boulevard ............................................29
Freeway Ramp Metering .........................................29
Transportation Demand Management ..............................31
VII. SUMMARY AND CONCLUSIONS .................... ..................33
Appendix
Capacity Analysis
Project Cost Estimates
Sidewalk Priority Listing
La Costa Area Traffic Impact Fee Agenda Bill
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CITY OF CARLSBAD
ICIRCULATION IMPLEMENTATION PROGRAM
AND
I TRAFFIC IMPACT FEE STUDY
List of Tables
I Page No.
Table 1 Level of Service Roadway Segments ...............................5
Table 2 Traffic Impact Fee Projects and Cost Estimates Roadway Segments .......5
Table 3 Level of Service Description Intersections ...........................8
ITable 4 Traffic Impact Fee Projects and Cost Estimates Intersections .............9
Table 5 Special Intersection Design (Incomplete Intersections) .................11
I Table 6 City of Carlsbad Traffic Impact Fees ..............................14
Table 7 SANDAG Brief Guide of Vehicular Traffic Generation
I Rates for the San Diego Region ...............................15 -16
Table 8 Future Trip Summary ...........................................17
I Table 9 Traffic Impact Fee Existing and Proposed Fee .......................17
Table 10 Critical Link Phasing ...........................................18
Table 11 Road Segment Widening Program .................................20
I Figure 1
List of Figures
Buildout Traffic Projections ......................................4
Figure 2. Critical Road Segment Improvements (Traffic Impact Fee Projects) ....... 6
IFigure 3 Intersection Improvements (Traffic Impact Fee Projects) ................10
Figure 4 Special Intersection Designs (Unconstructed Intersections) ..............12
I - Figure 5 Missing and Critical Links ......................................19
Figure 6 Roadway Improvements Required by 1995 .........................22
Figure 7 Roadway Improvements Required by 2000 .........................23
Figure 8 Impacts of College/Tamarack Connection 1995 ......................25
I Figure 9 Impacts of Cannon Road & Melrose Connection at Buildout ............26
Figure 10 Future Hot Spots .............................................30
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I CITY OF CARLSBAD
CIRCULATION IMPLEMENTATION PROGRAM
.I AND
TRAFFIC IMPACT FEE STUDY
I
I. INTRODUCTION
In early 1990, the City of Carlsbad contracted with the San Diego Association of Governments
(SANDAG) to complete.a comprehensive traffic modeling and phasing alternatives study. This
study was designed to develop updated traffic volume projections to guide the overall
development-of the City's Circulation Element of the General Plan.
Elements of the study included a complete update of land use and circulation network
assumptions, projections for 1995, 2000 and buildout and the evaluation of the impacts of
various alternative networks. Land use and growth projections were evaluated for compatibility
with adopted Local Facilities Management Plans (LFMP's) and alternatives were designed to
evaluate the potential impact of such major missing circulation links as:
Cannon Road
Poinsettia Lane
Faraday Avenue
Melrose Drive
f Carrillo Way
College Boulevard
The purpose of the study included four key components:
Evaluate adequacy of circulation element.
Identify required circulation element deficiencies.
Consolidate existing Traffic Impact Fees.
Establish Preliminary Circulation Phasing Program to insure conformance with Growth
Management Standards to buildout of the City.
This report documents the findings of those studies and recommends adoption of a revised
Traffic Impact Fee Program.
ME
II. STUDY METHODOLOGY
Since adoption of the Growth Management Program in 1986, the City has embarked on a major
planning effort to establish detailed development parameters within the 25 Local Facilities
Management Zones (LFMZ's). Compared to prior studies far more detailed land use, circulation
and phasing information has, been developed. It was necessary to incorporate this new data into
existing computerized traffic models to evaluate the current adequacy of the planned circulation
system. Land use intensities were significantly reduced by the adoption of the Growth
Management Program. Improvement in the overall circulation system performance was to be
expected.
The following steps outline the overall study process:
Evaluate and confirm Traffic Analysis Zones (TAZ's)
Review and revise transportation network connections and link characteristics
Establish buildout land use and trip characteristics for TAZ's
Project land use and trip characteristics for 1995 and 2000 based on LFMP data
Project Average Daily Trips and Peak Hour trips on alternative networks for 1995,
2000 and buildout.
Evaluate roadway segments and intersection capacities for conformance with the
Growth Management Standard for Circulation
Identify potential Circulation Element failures -
Develop mitigation measures to insure conformance with the Growth Management
Standard for Circulation
Prepare project cost estimates
Evaluate and revise Traffic Impact Fee (TIF)
Review impact of missing roadway segments on overall system performance in 1995
and 2000
Establish network phasing thresholds and preliminary project schedules.
This report will provide an overall framework for development of the circulation system. Annual
traffic monitoring should continue to be evaluated against model assumptions to insure accuracy
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and compatibility.,:. *As appropriate, project scheduling should be revised as a part of the Annual
Capital Improvement Pogram (ClP) process.
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Ill. CIRCULATION SYSTEM EVALUATION
The City of Carlsbad Growth Management Standard for circulation provides that:
"No road segment or intersection in the zone nor any road segment or intersection
out of the zone which is impacted by development in the zone shall be projected
to exceed a Service Level C during off-peak hours, nor Service Level 0 during
peak hours. Impacted means where twenty percent or more of the traffic
generated by the Local Facilities Management Zone will use the road segment or
intersection."
Evaluation of the adequacy of the Circulation Element involves comparisons of projected peak
hOur traffic volumes against planned roadway capacity for circulation roadway segments and
intersections. Tables 1 and 3 provide general parameters for Level of Service (LOS) evaluation.
Figure 1 compares buildout traffic volume projections with 1990 traffic volumes.
Roadway Segment Analysis
Roadway segment adequacy was evaluated against the Circulation Element classification, as well
as existing conditions.
The study' confirmed that when fully constructed, the Circulation Element roadway segments are
adequate to accommodate buildout traffic. There are however, a number of segments that are
only partially constructed and do not front on developable properties. Supplemental funding will
be required in order for these facilities to be fully constructed to meet traffic demands generated
by citywide growth. These links are recommended for inclusion in th6 Traffic Impact Fee
program. Deficient links are described in Table 2 and shown on Figure 2. Detailed descriptions
and project estimates are shown in Appendix B.
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TABLE 1
LEVEL OF SERVICE
ROADWAY SEGMENTS
Arterial Capacity*
Level of Service Capacity Ratio Collector Secondary Prime
A 0.00-0.60 1080 2160 3240
B 0.61-0.70 1260 2520 3780
C 0.71-0.80 1440 2880 4320
D 0.81-0.90 1620 3240 4860
E 0.91-1.00 1800 3600 5400
F 1.00+ 1800+ 3600+ 5400+
* Capacity is expressed in vehicles per hour for the peak hour direction assumed to be 1800
vehicles per hour per lane.
TABLE
TRAFFIC IMPACT FEE
PROJECTS AND COST ESTIMATES
ROADWAY SEGMENTS
Prolect Description Cost
Alga Road Widen south side from
Mimosa Drive to El Camino Real
$ 300,000
Avenida Encinas Widen south of
Palomar Airport Road
525,000
Carlsbad Boulevard Widen from Manzano Drive to
600 ft. north of Cannon Road
2,100,000
Carlsbad Village Drive Widen from Pontiac Drive to
Victoria Avenue
11360,000
Carlsbad Village Drive* Widen east of El Camino Real 450,000
El Camino Real Widen from Tamarack Avenue to
Chestnut Avenue
1,760,000
El Camino Real Widen from La Costa Avenue to
Arenal Road
450,000
La Costa Avenue Widen from 1-5 to El Camino Real 6,710,000
La Costa Avenue* Mitigation for widening 765,000
Leucadia Boulevard** Construct from existing terminus
east to El Camino Real
3,500,000
Olivenhain Road &
Rancho Santa Fe Rd. **
Widen from El Camino Real to
Melrose Drive
6,000,000
Poinsettia Lane Widen from 1-5 to Batiguitos Lane 1,870,000
TOTAL $25,790,000
*Construction completed
**City contribution only--not full project
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Intersection Analysis
The SANDAG computer model generates morning (AM) and afternoon (PM) peak hour turning
I movement volumes at all major circulation element intersections. This turning movement data
was utilized to calculate intersection Levels of Service in the AM and PM peak for more than 60
intersections in Carlsbad. Assuming General Plan roadway configurations, 20 intersections were
I identified as not meeting Growth Management Standards. These intersection were then analyzed
assuming the addition of turn lanes to determine required mitigation measures to allow the
I intersections to meet standards. Impacted intersections and mitigation measures are shown in
Tables 4 and 5 and on Figures 3 and 4. Detailed project descriptions and cost estimates are
i contained in Appendix B.
It should be noted. that even with the implementation of the improvements proposed in this report
I there remains a number of intersections which are projected to fail the adopted Growth
Management performance standards at buildout of the City. These intersections are shown in
I' Figure 10, but generally include all freeway interchange areas and major intersections along
Carlsbad Boulevard. A more detailed analysis reveals that in excess of 50% of the future
I Carlsbad Boulevard traffic volumes are the result of the diversion of regional traffic from Interstate
5 due to projected traffic congestion on the freeway.
I Structural mitigation for these projected intersection failures is not feasible from an economic or
traffic engineering standpoint. With the adoption of the Citywide Facilities and Improvements
I Plan it was recognized that there may be certain intersections which fail to meet the adopted
performance standard, over which the City does not have jurisdictional control and therefore
could not halt development because of this condition.
The diversion of regionaltraftic from a failing Interstate or State Highway onto City streets would
I qualify as not being within the jurisdictional control of the City.
I The City may be able to fully or at least partially mitigate these failures by aggressive pursuit of
the implementation of an effective regional program of Transportation Demand Management
(TDM) and alternative mass transit services. These programs are discussed later in this report.
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TABLE 3
LEVEL OF SERVICE DESCRIPTION
INTERSECTIONS
Level Nominal
of Traffic Quality . Range of
Service IOU (a)
A Low Volumes; high speeds; speed not restricted by other vehicles; all signal 0.00 -0.60
cycles clear with no vehicles waiting through more than one signal cycle.
B Operating speeds beginning to be affected by other traffic; between one and 0.61-0.70
ten percent of the signal cycles have one or more vehicles which wait through
more _than _one _signal _cycle _during _peak _traffic _periods
C Operating speeds and maneuverability closely controlled by other traffic; 0.71-0.80
between 11 and 30 percent of the signal cycles have one or. more vehicles
which wait through more than one signal cycle during peak traffic periods;
recommended ideal design standard.
D Tolerable operating speeds; 31 to 70 percent of the signal cycles have one or 0.81-0.90
more vehicles which wait through more than one signal cycle during peak traffic
periods; often used as design standard in urban areas.
E Capacity; the maximum traffic volumes an intersection can accommodate; 0.91 -1.00
restricted speeds; 71 to 100 percent of the signal cycles have one or more
vehicles which wait through more than one signal cycle during peak traffic
periods
F Long queues of traffic; unstable flow; stoppages of long duration; traffic volume Not
and traffic speed can drop to zero; traffic volume will be less than the volume Meaningful
which occurs at Level of Service E.
(a) ICU (Intersection Capacity Utilization) at various Level of Service versus Level of Service E for
urban arterial streets.
S
Source: Highway Capacity Manual, Highway Research Board SpeciaF Report 87, National Academy
of Science, Washington D.C, 1965, page 320.
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TABLE 4
TRAFFIC IMPACT FEE
PROJECTS AND COST ESTIMATES
INTERSECTIONS
Intersection . Project Description. Estimated
Cost
Cannon Rd. - Interstate 5 Road and Ramp Widening $1,750,000
Signal Installation at Ramp
termini
Cannon Rd - Paseo Del Norte Add one thru lane in each $435,000
direction
El Camino Real - Alga Road Add dual left turn signal $250,000
modifications
El Camino Real - Cannon Road Add southbound right turn lane $130,000
El Camino Real - Camino Vida Roble Left turn lanes $320,000
El Camino Real - Carlsbad Village Dr. Dual left on El Camino Real $320,000
El Camino Real - Faraday Ave. Dual left turn lanes on El $710,000
Camino - right turn lanes
eastbound, westbound and
southbound
El Camino Real - Palomar Airport Rd. Intersection reconstruction. . $1,750,000
Add left turn, thru and right
turn lanes on all legs - phased
construction
9.. El Camino Real - Tamarack Ave. Close free right turn lane signal $170,000
modification for dual lefts and
left turn phasing. (reimburse
Foote Development)
Faraday Ave. - Orion Street Traffic Signal $100,000
Faraday Ave. - College Blvd. Dual left turn northbound and -0-
southbound . Already
Constructed
Melrose Dr. - Alga Rd. Dual left turn lanes $480,000
northbound, southbound
eastbound and westbound
Palomar Airport Road - College Blvd. Dual left turn lane southbound $160,000
Palomar Airport Road - PaseoDel Norte Dual left turns all legs . $525,000
TOTAL $7,100,000
-10- Figure 3
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TABLE 5
*SPECIAL INTERSECTION DESIGN
(INCOMPLETE INTERSECTIONS)
1 Cannon Road and College Boulevard
Cannon Road and Hidden Valley Road
Carlsbad Village Drive and College Boulevard
El Camino Real and Cannon Road
El Camino Real and Poinsettia Lane
El Camino Real and Calle Barcelona
El Camino Real and Olivenhain Road
** 8. El Camino Real and Marron Road
Melrose Drive and Faraday Avenue
Melrose Drive and Carrillo Way
Melrose Drive and Alga Road
Melrose Drive and Rancho Santa Fe Road
Palomar Airport Road and Hidden Valley Road
Poinsettia Lane and Alga Road
Rancho Santa Fe Road and Questhaven Road
* Intersections identified above indicate the need for dual left or free right turn lanes that should
be incorporated into design at time of construction. Further detailed analysis should be
conducted at time of improvement design.
** This intersection should be reviewed in detail as a part of the Zone 25 LFMP.
Sidewalk Program
As a part of the City's Pedestrian Action Plan, a full inventory of sidewalk deficiencies has been
prepared and a priority program established. The total priority program is estimated to cost
nearly $10 million, excluding detailed right-of-way, utility and drainage consideration. As. growth
occurs throughout the City, pedestrian activities will increase and provisions for full pedestrian
- facilities will become vital.
It is recommended that $300,000 per year be provided over a 20 year period to fund priority
sidewalks. The $6 million is to be included in the Traffic Impact Fee Program. Remaining
funding should be generated from assessments on existing residents from Federal, State and
regional funding sources or from City General Capital Construction GCC funds.
Identified sidewalk projects and rankings are attached as, Appendix C. Actual projects should
be established as a part of the annual Capital Improvements Program.
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I Transportation Management and Monitoring
I Analysis of the overall Circulation Element has indicated that there exist a number of critical
locations that will have difficulty in maintaining the levels of service stipulated in the Growth
I Management Plan. To insure optimum system operation all efforts should be made to manage
and monitor the circulation system. Many of the projected City deficiencies are related to
I inadequacies in the regional freeway networks. Efforts to expand these regional facilities are not
possible at the City level. Attaining the regional transportation and air quality goals will require
an aggressive Transportation Demand Management (TDM) Program.
I Transportation Demand Management strategies target work and school trips in an attempt to
increase transit use, ridesharing and work hour flexibility. Such efforts are designed to shift and
I reduce peak hour traffic demands. This program can be particularly effective in areas of high
employment intensity.
LFM Zones 5 and 1.6, combined with portions of the City of Vista, provide a unique opportunity
I to improve traffic flow in the Palomar Airport Road corridor and such north-south corridors as El
Camino Real, Melrose Drive, Interstate 5 and Carlsbad Boulevard. As such, these zones should
be given specific attention to implement a strong TDM program.
SANDAG is currently working with local agencies and the Air Pollution Control District to develop
I Transportation Demand Management strategies. To facilitate these long-term efforts and to
annually monitor impacts on the circulation element, $1,100,000 has been included in the Traffic
I Impact Fee program to finance management and monitoring efforts over a 20 year period.
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IV. TRAFFIC IMPACT FEE PROGRAM
I This study has identified a number of circulation element needs related to traffic demand created
by the buildout of the City. These improvements are required to serve overall traffic increases
I throughout the City and are not attributable to localized project impacts.
The most common method of funding these types of projects is a Traffic Impact Fee (TIF) on new
development. Based on.a previous study conducted in Carlsbad by Barton-Aschman Associates,
the City Council on April 22, 1986 established a TIF for the La Costa area located generally south
of Poinsettia Lane. Subsequent to that action, an interim fee was adopted on July 6, 1986 for
the northern part of the City pending further study. A summary of the existing fee programs is
shown in Table 6 below. The La Costa area TIE agenda bill is attached as Appendix D.
TABLE 6
CITY OF CARLSBAD
TRAFFIC IMPACT FEES
Land Use North TIF La Costa TIF
Residential $60/Trip $67/Trip
Industrial/Other $1 5/trip $27/Trip
Commercial/Office $1 0/Trip $27/Trip 1 11
Trip generation rates for various land uses are based on the trip tables established by SANDAG
as indicated in Table 7.
Based on current analysis, the following program demands have been identified:
Roadway Segment Projects (Table 2) $ 25,790,000
Intersection Projects (Table 4) - 7,100,000
Sidewalk Construction Program 6,000,000
Transportation Management and Monitoring $ 1,100,000
Total of Projects 39,900,000.
Funds Previously Received -3,627,000
BALANCE (FUTURE FEES) $ 36,363,000
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I Table 7
San Diego
ASSOCIATION OF BRIEF GUIDE OF VEHICULAR
GOVERNMENTS 'I-'' TRAFFIC GENERATION RATES FOR THE SAN DIEGO REGION
Suite 800. First Interstate Plaza
401 B Street JANUARY 1990
Sari Diego. California 92101
619.236-5300 Fax619!236-7222
NOTE: This list only represents a of average, or estimated, traffic generation rates for land uses (emphasis on acreage and building
footage) in the San Diego region. These rates are subject to change as future documentation becomes available, or as local sources square
are updated. For more specific information regarding traffic data and trip rates, please refer to the San Diego Traffic Generators manual.
'
Always check with local jurisdictions for their preferred or applicable rates.
ESTIMATED WEEKDAY VEHICLE HIGHEST PEAK HOUR S (plus IN:OUT ratio)
LAND USE . TRIP GENERATION RATE Between 7-9 A.M. Between 4-6 P.M.
Agriculture (Open Space)
. . .2lacre"
Airports
Commercial . . 121acre. 100/flight. 70/1000 sq. ft." 6% (6:4) 7% (5:5)
General Aviation 4/acre, 2 flight 6/based aircraft'
100/acre"
Heliports Automobile
Car Wash 900/site, 600/acre" 4% (5:5) 9% (5:5)
Gasoline 750/station, 130/pump" 6% 5:5) 12% (5:5)
40/1000 sq. ft. 300/acre, 60/3ervice stall'" 8% 6:4) 10% (4:6) Sales (Dealer & Repair)
Auto Repair Center 20/1000 sq. ft., 400/acre, 20/service stall' 8% (7:3) 11%
Banking
Bank (Walk-in only) 150/1000 sq. ft.. 1000/acre'" 4% (7:3) 8% (4:6)
. Bank (w/Drive.through)200/1000 sq. ft. 1500/acre'
one-way)/Iane'
5%
3%
(6:4)
(5:5)
10% (5:5)
13% (5:5) Drive-through only 300/(150 I Savings & Loan 60/1000 sq. ft., 600/acre" 2% 9%
Drive-through only 100 (50 one-way)/lane" 4% 15%
I . Cemeteries 5/acre'
Church (or Synagogue) 15/1000 sq. ft., 40/acre" (triple rates 4% (8:2) 8% (5:5)
for Sunday, or days of assembly)
Commercial/RetailCenters
Super Regional Shopping Center 40/1000 eq. ft., 400/acre' 2% (7:3) 9% (5:5)
(More than 60 acres, more than
600,000 sq, ft., w/usually 3+
major stores) 50/1000 sq. ft. 500/acre 2% (7:3) 9% (5:5)
Regional Shopping
Center
(30-60 acres, 300,000-600,000
sq. ft. w/usually 2+ major stores)
Community Shopping Center 70/1000 sq. ft. 700/acre'" 3% (6:4) 10% (5:5)
(10-30 acres, 100,000-300,000 sq. ft..
wlusually 1. major store and detached
restaurant) .
Neighborhood Shopping Center 120/1000 sq. ft. 1200/acre'" 4% (6:4) 11% (5:5)
(Less than 10 acres, less than
100,000 sq. ft, w/usually grocery
More & drug store)
Commercial Shops 40/1000 sq. ft., 400/acre' 3% (6:4) 9% (5:5)
(also strip commercial) * 411 (7:3) 11% (5:5) Grocery Store 150/1000 sq. It, 2000/acre 8% (5:5) 8% (5:5) Conv.nlsoo. Market 500/1000 sq. It"
Discount
70/1000 sq. It, 700/acre'" 2% 6:4 10% (5:5)
Furniture Store 6/1000 sq. ft. 100/acre" 4% 6:4 9% (5:5)
Lumber Store 30/1000 sq. ft., 150/acre" 7% 6:4 9% (5:5)
Hardware/Paint Store 60/1000 sq. ft., 600/acre" 3% 6:4) 9% 5:
Garden Nursery 40/1000 sq. ft., 90/acre" 3% 6:4) 10% 5:
Education University (4 years) . 2.5/student, 100 acre' 10%
12%
(9:1) 9% 3:
8% 3: Junior College (2 years) 1.6/student. 80/acre' (9:1)
High School . 1.4/student, 50/acre' 20%
24% (!: 14%
7% 3: Middle/Junior High . 1.0/student. 40/acre" (7:3)
13:
Elementary . :.
Day Care .
1.4/student, 60/acre"
3/child. 70/1000 sq. It"
26%
17%
(6:4)
(5:5)
5% 3:7)
18% (5:5)
Hospitals
General . 20/bed. 20/1000 sq. ft. 200/acre' 9% (82) 11% (3:7)
Convalescent/Nursing 3/bed" 5% 8%
MEMBER AGENCIES: Cities of Carlsbad. Chula Vista. Coronado. Del Mar,.El Cajon, Encinitas. Escondido. Imperial Beach. La Mesa.
San Diego. San Marcos. Santee, Solana Beach. Vista and County of San Diego. Lemon Grove. National City. Oceanside, Poway.
ADVISORY/LIAISON MEMBERS: California Department of Transportation. US. Department of Defense and Tijuana/Baja California Norte.
-15-
Table 7 (Continued)
Industrial -
Industrial/Business Park (corm.caiincluded) 16/1000 eq. ft., 200/acre' 12% (8:2) 12% (2:81 I Industrial Park (no commercial) 8/1000 sq. ft., 90/acre' 11% 9:1) 12% (2:E
Industrial Plant (multiple shifts) 10/1000 sq. ft., 120/acre' 14% 8:2) 15% (3:
Manufacturing/Assembly 4/1000 sq. ft., 60/acre" 20% 9:1) 20% (1
Warehousing 5/1000 sq. ft.. 60/acre" 15% (7:3) 25% (4:61
I Storage
Science Research & Development
2/1000 sq. ft. 0.2/vault. 30/acre'
8/1000 sq. ft., 80/acre'
5%
16%
5:5)
(9:1) 14% (1:9)
Library 40/1000 sq. ft., 400/acre" 2% (7:3) 10% (5:5)
I Lodging Hotel (w/convention facilities/restaurant) 10/room, 300/acrett 6% 6:4 8% 6:4
Motel 9/room, 200/acret 8% 4:6 9% 6:4
Resort Hotel 8/room, 100/acre' 5% (6:4) 7% (4:6)
I Military 2.5 military & civilian personnel' 9% (9:1) 10% (2:8)
Offices
Standard Commercial Office 20/1000 sq. ft., 300/acre' 14% (9:1) 13% (2:8)
(less than 100,000 sq. ft)
Large (high-rise) Commercial Office 17/1000 sq. ft., 600/acre' 13% (9:1) 14% (2:8) I (more than 100,000 sq. ft.)
Corporate Office (single user) 10/1000 sq. ft. 140/acre' 15% (9:1) 15% (1:9)
Government (Civic Center) 30/1000 sq. ft" 9% (9:1) 12% (3:7)
Post Office 150/1000 sq. ft." 7% (5:5) 8% (5:5)
Department of Motor Vehicles 180/1000 sq. ft., 900/acre" 6% (6:4) 11% (4:6)
I Medical . 50/1000 sq. ft., 500/acre' 6% (8:2) 10% (3:7)
Parks .
City (developed) 50/acre*
Regional (undeveloped) 5/acre' 4% 8%
I Neighborhood 5/acre'
Amusement (Theme) 80/acre, 130/acre (summer only)"
San Diego Zoo 115/acre'
Sea World 80/acre'
I Recr eation
600/1000 ft 60/acre'- shoreline, 11% (4:6) Beach, Ocean or Bay
Beach, Lake (fresh water) 50/1000 ft. shoreline, 5/acre'
Bowling Center 30/lane, 300/acre" .. 7% (7:3) 10% (4:6)
Campground 4/campsite" 4% 8%
I Golf Course 8/acre, 600/course" 6%
3%
(8:2) 9%
9%
(3:
Marinas -4/berth, 20/acre'" (3:
Racquetball/Health Club 40/1000 eq. ft., 300/acre, 40/court' 4% (6:4) 9% (6:4)
Tennis Courts 30/1000 sq. ft., 30/court" 4% 11% (5:5)
Sports Facilities - - I Outdoor Stadium 50/acre, 0.2/seat'
Indoor Arena 30/acre, 0.1 /seat'
Racetrack 40/acre, 0.6 seat'
Theaters (multiplex) 80/1000 sq. ft., 1.8/seat' 0.3% . 8% (7:3)
I Residential
Detached 10/dwelling unit' 8% (2:8) 10% (7:3) Single Family
(average 4 DU/acre)
Condominium... :. 8/dwelling unit' 8% (2:8) 10% (7:3)
(or any multi-family less than I 20 DU/acre)
Apartments . 6/dwelling unit' 8% - (2:8) 11% (7:3)
(or any multi-family units more -
than 20 DU/acre)
I .MobileHome -
Family . 5/dwelling unit. 40/acre' 9%
9%
(3:7) 12%
10%
(6:4
(6:4 Adults Only . 3/dwelling unit, 20/acre' - (3:7)
Retirement Community 4/dwelling unita
Rural Estate
Congregate Care Facility -
12/dwelling unit"
2/dwelling unit" 3% (8:4) 8% (5:5)
I Restaurants
Quality . 100/1000 sq. ft., 500/acre'" 1% (6:4) 8% (7:3
Sit down, high turnover . . 300/1000 sq. ft., 1200/acre'" 8% (5:5) . 6% (6:4
Fast Food (w/drive-through) 700/1000 sq. ft., 3000/acre'" 4% (6:4) 8% (5:5)
I Transportation Facilities -
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Bus Depot .
Truck Terminal ..
- 25/1000 sq. ft.
10/1000 sq. ft. 60/acre 9% (4:6) - 8%. (5:5)
I Waterport -. . .
Transit Statiori (Rail) .
.170/berth, 12/acre"
300/acre" . 14% (7:3) 15% (3:7)
Primary source: San Diego Traffic Generators. I '
"Other sources: ITE Trip Generation Report, Trip Generation Rates (other agencies), various SANDAG & C4LTRANS studies, reports
and estimates.
Traffic Impact Fee Calculation
In order to calculate the revised TIF, it is necessary to. inventory all trip types and distribute the
cost based on the various land use categories. Consistent with the La Costa area TIF and the
City's Bridge and Thoroughfare District, it is recommended that Commercial, Office and Industrial
trip generations be adjusted to reflect double-counting. The proposed structure adjusts
Commercial and Industrial trips to 40% of the SANDAG published rate. This adjustment reflects
the assumption of those studies that 60% of the trip ends assigned to Commercial and Industrial
uses originate from residences within the City. Table 8 gives a summary of remaining trips.
TABLE 8
FUTURE TRIP SUMMARY
Land Use Future Trip Trip Rate Adjusted
Residential 244,000 Trips 244,000 Trips
Commercial/Industrial 575,000 Trips 230,000 Trips
Total . 819,000 Trips 474,000 Equivalent Trips
The fee per residential equivalent trip is:
$ 36,363,000 - 474,000 =,$ 76.72/trip
The Commercial and Industrial fee is adjusted to 40% of this rate or $30.69 per trip. Table 9
summarizes the fee adjustments, which have been rounded to the nearest dollar per trip.
TABLE 9
TRAFFIC IMPACT FEE
EXISTING AND PROPOSED FEE
Existing City-Wide Percentage
La Costa Fee Proposed Fee Increase
Residential $67/Trip Residential $77/Trip 14.9
Other (including $27/Trip Industrial/ 14.8
Commercial, Commercial $31 [Trip
Industrial and Office)
Existing
North Carlsbad Interim Fee
City-Wide
Proposed Fee
Percentage
Increase
Residential $60/Trip Residential $77/Trip 28.3
Industrial/Other $15/Trip Industrial/Other $31 /Trip 106.7
Commercial/Office $10/Trip Commercial/Office $31/Trip 210.0
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V ALTERNATIVE AND PHASING ANALYSIS
I As a part of the SANDAG modeling effort, six (6) different networks were analyzed for the 1995,
2000, and buildout periods. Analysis of these alternatives allow the staff to evaluate for each of
the time periods the impact of missing links on the performance of the remaining system. Figure I 5 highlights the major missing circulation links and those that are found to be critical for
adherence to Growth Management Standards in the future.
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Critical missing links are those roadway segments that if not installed within a particular time
frame will result in potential failures along other routes within the system. Critical links and the
critical periods are shown in Table 10 and on Figures 5, 6, and 7.
TABLE 10
CRITICAL LINK PHASING
Roadway Limits Phasing
Year
Cannon Road 1-5 to El Camino Real (Reaches 1 & 2) 2000
Cannon Road El Camino Real to College Boulevard (Reach 3) 1995
Cannon Road College Boulevard to Oceanside (Reach 4) 2000
College Boulevard Cannon Road. to Carlsbad Village Drive 1995
Faraday Avenue Orion Way to Melrose Drive 2000
Calle Barcelona El Camino Real to Rancho Santa Fe Road 1995
Avenida Encinas End to Carlsbad Boulevard 1991
Leucadia Boulevard El Camino Real to existing terminus 2000
The remaining missing links shown on Figure 5 serve primarily local demand and will be
constructed concurrent with development within the areas served. Construction of these routes
will be the responsibility of individual -project development.
In addition to construction of critical missing links, several existing roadways have not been
developed to their full general plan width. Traffic projections were analyzed to determine when
these roadways will require widening to avoid capacity failures. These projects are listed in Table
11 and shown on Figures 6 and 7. This information will be utilized to prepare the Annual Capital
I Improvement Program.
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TABLE 11
ROAD SEGMENT WIDENING PROGRAM
Roadway Limits Phasing
Carlsbad Boulevard Cannon Road to Manzano Street
4-lanes 1995
Palomar Airport Road Carlsbad Boulevard to 1-5
4-lanes 1995
Palomar Airport Road El Camino Real to Business Park
6-lanes 1995
Poinsettia Lane Carlsbad Boulevard to Avenida Encinas
4-lanes 1995
La Costa Avenue El Camino Real to I-S
4-lanes 1995
Rancho Santa Fe Road Melrose Drive to La. Costa Avenue
4-lanes 1995
6 lanes 2000
Olivenhain Road El Camino Real to Amargosa
4-lanes 1995
6-lanes 2000
El Camino Real Poinsettia Lane to La Costa Avenue
6-lanes • 2000
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I Phasing Policy
In order, to insure the orderly and timely development of the circulation network it is
I recommended that a policy be established that prevents circulation mitigation measures beyond
those required to accommodate buildout traffic. Those measures are identified in the General
Plan Circulation Element and the mitigation identified within this report.
I If implemented, such a policy would require growth management planning to incorporate phasing
and financing of critical missing links into the zone planning process as identified within this
I report. Development that impacts roadway segments or intersections beyond planned levels
would not be allowed to proceed until a financial guarantee for construction of the appropriate
missing links has been approved and adopted by formal action of the City Council.
It is recommended that the City Council adopt the following policy:
1 No in mitigation improvements beyond those identified for construction at buildout of the
City will be allowed. Where buildout mitigation is not adequate to meet Growth Management
Standards, construction of the appropriate missing circulation segments is the only acceptable
I mitigation measure.
I When such missing segments are required, development within the Local Facilities Management
Zone shall proceed only upon adoption by the City Council of a finance plan guaranteeing
I construction of the missing segment.
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-23- Figure 7
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VI. ISSUES.
Carlsbad's circulation planning occurs within a greater regional context that is intimately linked
to the freeway network and the circulation and land use planning of neighboring jurisdictions.
Most of the transportation issues facing Carlsbad in the future relate to this regional interface.
Resolution of these issues to optimize the circulation system will require continued full
involvement in regional transportation planning efforts.
Cannon Road
By far the most significant missing link within Carlsbad at this time is Cannon Road. This major
east/west connector extending between State Route 78 and Interstate Highway 5 has been
recognized'as a regionally significant relief facility for the Route 78 corridor and has received $4.6
million from the Route 78 Corridor reserve funds to facilitate its completion. Cannon Road will
significantly reduce traffic on all major circulation links north of Palomar Airport Road.
Additionally, Route 78 is relieved by up to 20,000 trips per day; segments of 1-5 are reduced
32,000 trips per day; and Palomar Airport Road is reduced by approximately. 15,000 trips per day.
Carlsbad Village Drive, El Camino Real and Tamarack Avenue all receive relief with the
completion of Cannon Road. Although Cannon Road is a vital local and regional link, it does not
appear to be critical until near the year 2000.
Plans are currently being completed for Villages. Q and T of the Calavera Hills Master Plan.
These plans include road construction of College Boulevard'from the City of Oceanside to
Carl s bad-Vi l lag e Diive....This connection is functionally equivalent to portions of Cannon Road
and may be completed by 1993. To assess the impact of the College/Tamarack connection,
computer model projections were conducted for 1995, 2000 and buildout. The volume impacts
at 1995 and buildout are shown on Figures 8 and 9
I The primary impact Of the College/Tamarack connection would be to the intersections of
Tamarack Avenue at El Camino Real and Tamarack Avenue at Carlsbad Village Drive. These two
I intersections are projected to approach capacity in 1995. Mitigation for these intersections is the
construction of College Avenue to Cannon Road and Cannon Road to El Camino Real. This
I connection provides traffic. relief by establishing a bypass route for regional and industrially
oriented traffic away from Tamarack Avenue. Figures 6 and 7 incorporate the proposed
I construction phasing.
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I Local Facilities Management Zone Plans should be revised to reflect the proposed timing of
roadway improvements.
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I Melrose Drive Extension
The Circulation Element of the General Plan designates Melrose Drive as a significant
I north/south prime arterial. It will extend from. Route 78 to an undisclosed terminus point in the
vicinity of the proposed State Route 56 south of the San Dieguito River valley located outside the
I City of Carlsbad.
I Melrose Drive is not included within the Circulation Element of the City of Encinitas and is a
subject being considered in the SANDAG-sponsored Mid-Counties Transportation Study. This
I study indicates that Melrose Drive serves as a major regional link relieving congestion on
Interstate 5 and Interstate 15, including several local collector streets within the communities of
Olivenhain, Encinitas and Rancho Santa Fe.
In general, the connection of Melrose Drive has limited impact on the City of Carlsbad circulation I .with the exceptions of where Melrose Drive combine.With Rancho Santa Fe Road in the vicinity
of Questhaven Road. Traffic projections in this area approach 75,000 average daily trips. Such
I large volumes far exceed the capacity of the prime arterial classification and would require
unusual mitigation measures to satisfactorily accommodate traffic flow.
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The Mid-Counties study is currently proceeding. A sub-committee has been formed to evaluate
the viability of the Melrose Drive extension, to review environmental constraints and explore the
potential for collector level streets to provide intermediate traffic relief.
I ...
Upon conclusion of these studies, the Circulation Element issue of Melrose Drive and the
I extension of La Costa Avenue should be revised consistent with adopted regional plans.
' Rancho Del Oro Interchange
Traffic studies indicate that construction of a new interchange at Rancho Del Oro Drive and Route
I 78 will provide significant traffic relief to El Camino Real and College Boulevard and at other
interchanges with Route 78. However, the majority of relief would occur northerly of Route 78 in
the City of Oceanside.
I -27-
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I Relief provided in the City of Carlsbad is primarily to the future extension of Marron Road and
proposed development within LFM Zone 25.
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Caltrans completed a Project Study Report on the proposed interchange in November of 1990,
I and the City of Carlsbad completed a financial evaluation in December of 1990. The proposed
project, including the extension of roadway between Marron Road and West Vista Way, is
I estimated to cost approximately $26 million. The NBS/Lowry December 31, 1990 study indicates
that the City of Oceanside benefits from $13.45 million and Carlsbad $12.45 million. Even given
I significant cost sharing from Oceanside, the economics and environmental viability of this project
is in question.
It would appear that funding of the proposed interchange will, require intensive land uses within
I LFM Zone 25, partially offsetting gains received from the improvements. Additional traffic
attracted to Marron Road may have significant adverse impacts on the intersections of Marron
Road with College Boulevard and El Camino Real.,
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Detailed issues of land use intensity and financing should be further studied in relationship to the
Local Facilities Management Plan. These studies should include a spectrum of land use
alternatives taken within the context of environmental constraints.
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Arenal Road Extension
I Computer model analysis included review of the impact of completing the connection of Arenal
Road between-El Camino Real and Batiquitos Lane. This connection was studied in some detail
as a part of the Phase I Aviara plan. The physical viability of various alternatives were
established; however, construction would involve significant reconstruction of the existing
I roadway westerly of El Camino Real with potential of environmental concerns to surrounding
residences.
Traffic projections indicate that at buildout of the. City the roadway would. attract approximately
U 6,000 average daily trips, 3,300 of which would be diverted from the Alga Road/El Camino Real
intersection. The standards at the Alga Road/El Camino Real intersection can be accommodated
I ' with conventional mitigation measures incorporated into the Traffic Impact Fee program.
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I Given currently planned land use intensities within Aviara, it is concluded that Arenal Road
extension will not be required.
Carlsbad Boulevard
I Carlsbad Boulevard is unique in character in that it provides primary beach access and closely
parallels Interstate Highway 5 (1-5). Because it abuts the ocean, all major intersections are 'T'
I intersections that tend to have high turning movement demands. SANDAG projections indicate
that greater than 50% of Carlsbad Boulevard traffic is regional in nature and uses Carlsbad
I Boulevard as an alterhative to 1-5 for through circulation. It can be expected that this trend will
continue as congestion on 1-5 increases.
As indicated on Figure 10, 1-5 intersections and major Carlsbad Boulevard intersections have ' been identified as future hot spots. Consequently, these locations of future impact that primarily
serve regional traffic are within limited control of the City. At buildout, either physical or
jurisdictional constraints may prevent attainment of Level of Service D requirements.
I Available mitigation measures primarily involve regional actions and implementation of
Transportation Demand Management strategies.
Freeway Ramp Metering
I The Regional Transportation Plan has established the goal of installing ramp meters on all
freeway interchanges in the region by 1995. Potential significant impacts to local jurisdictions
may result.
A ramp meter is a traffic control deice placed on freeway on-ramps to meter traffic entering the
freeway. These devices are designed to maximize freewayflow by limiting access to the freeway
and to reduce friction caused by unregulated flow entering the freeway.
1 Ramp meters installed on freeway segments that have exceeded their functional capacity will
tend to create delay at freeway interchanges and can result in diversion of traffic to alternative
I parallelroutes. Anterstate 5 ramp meters will serve primarily north-south traffic. Diversions from
this route will impact Carlsbad Boulevard and El Camino Real.
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The most significant structural mitigation to the 1-5 problem is the provision of facilities within the
Melrose corridor and commuter rails systems and feeders.
Ramp metering includes provision.for high occupancy vehicle (HOV) preference lanes. These
facilities enhance carpools, vanpools and other transportation demand features. The magnitude
of work trips in the Palomar Airport Road corridor make these types of features particularly
effective and desirable.
Transportation Demand Management
I It has become apparent in recent years that buildout of the San Diego region will result in
significant increase in traffic congestion and generally poor levels of service on the roadway
I network. lnterstates 5 and 15 are the only major north-south arteries, and even when widened
and retro-fitted with high occupancy vehicle (HOV) lanes will not accept the demand placed on
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them.
Maintenance of acceptable levels of transportation services will require:
I . Increased provisiOns of transit
Land Use revisions to enhance transit viability
I • Transportation Demand Management (TDM)
I Transportation Demand Management primarily targets peak hour and special event trips with a
strategy to reduce the number of drive alone trips and to alter the time distribution of the peak
I hour.
Strategies include: S
Employee flex-time
I • Carpool programs
Vanpool programs
I . Parking management
Work place transit incentive programs
'. Bicycle and Pedestrian Facilities
SANDAG and the Air Pollution Control District are actively pursuing the implementation of the
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Transportation Demand Management program. Some form of regional ordinance and program
will be adopted in the near future to comply with the California Clean Air Act of 1988.
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Given that 70% of all trips are Commercial/Industrial related with nearly 50%, or over 200,000, of
the daily trips are in the Industrial/Palomar Airport Road corridor, Transportation Demand
Management has a high potential to alleviate many of the future regionally based transportation
I concerns. Nearly all future hot spots within the City can be positively impacted with a
comprehensive targeted transportation management program.
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VII SUMMARY AND CONCLUSIONS
In this report, an attempt has been made to outline the existing state of circulation planning in
the City of Carlsbad and to generally point out areas which require future actions to maintain
adequate levels of service through buildout of the City. The following are areas addressed:
Identification of circulation area deficiencies
I •• Proposed mitigation to enhance roadway system
Recommended Traffic Impact Fee program
I • Schedule for development of roadway missing links
Identification of future circulation issue areas of concern
The proposed Traffic Impact Fee program deals with all circulation areas under the direct control
I of the City. Studies indicate the reduction of development intensities implemented with growth
management have insured the adequacy of Carlsbad's internal circulation system. Failures
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foreseeable in the future all relate to the City's interface with the regional system. Increased
emphasis on regional planning issues and Transportation Demand Management will be required
in the future to improve transportation performance.
Recommendations:
I • Direct staff to implement the revised uniform Traffic Impact Fee and Program.
Promote resolution of Melrose Drive classification and alignment issues.
I . Require detailed land use circulation and finance studies of Local Facilities Management Zone
25 focused on construction of the Rancho Del Oro interchange.
I . Eliminate consideration of Arenal road extension between El Camino Real and Batiquitos
Lane.
Establish a Transportation Demand Management (TDM) Program consistent with regional
program directives.
. Interim mitigation improvements beyond those required to accommodate traffic at buildout of
the City will not be approved. Where buildout mitigation is not adequate to meet Growth
I Management Standards, construction of the appropriate unconstructed circulation element
is the only acceptabl.e mitigation measure.
I When such uncOnstructed segments are required, development within the Local Facilities
Management Zone shall proceed only upon adoption by the City Council of a finance plan
I for the construction of the missing circulation element segment.
I -33-
CITY OF CARLSBAD
CIRCULATION IMPLEMENTATION
PROGRAM AND
TRAFFIC IMPACT FEE STUDY
APP NDI
rrepareu uy:
Engineering Department.
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1 S S S APPENDICES INDEX
Appendix A - Capacity Analysis
I Appendix B - Project Cost Estimates
Appendix C - Sidewalk Priority Listing
i Appendix D - La Costa Traffic Impact Fee Agenda Bill
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APPENDIX A - INTERSECTION LEVEL OF SERVICE SUMMARY
El Camino Real at Marron Rd. D D
El Camino Real at Carlsbad Village Dr. C B
El Camino Real at Chestnut St. C A
El Camino Real at Tamarack Ave. D C
El Camino Real at Kelly Dr. B A
El Camino Realat Cannon Rd.*. C D
El Camino Real at College Blvd.* C D
El Camino Real at Faraday Ave.* C D
El Camino Real at Palomar Airport Rd. .D D
El Camino Real at Camino Vida Roble B - B
El Camino Real at-Poinsettia Ln. .D D
El Camino Real at Alga Rd.* C D
El Camino Real at La Costa Ave.* F F
El Camino Real at Levante Street C C
El Camino Real at Calle Barcelona D D
El Camino Real at Olivenhain Rd. 'D D
Palomar Airport Rd. at Avenida Encinas A D
Palomar Airport Rd. at Paseo del Norte C D
Palomar Airport Rd. at Hidden Valley.Road A A
Palomar Airport Rd. at College Blvd. C P
Palomar Airport Rd. at Camino Vida Roble B A
Palomar Airport Rd. at El Fuerte D D
Palomar Airport Rd. at Melrose Ave.* C D
Palomar Airport Rd. at Business Park Way C B
Rancho Santa Fe Rd. at Olivenhain Rd. C C
Rancho Santa Fe Rd. at Calle Barcelona A A
Rancho Santa Fe Rd. at Camino de las Coches A A
Rancho Santa Fe Rd. at La Costa Ave. B C
Rancho -Santa Fe Rd. at Questhaven Rd.* C C
Rancho Santa Fe Rd. at Melrose Ave.* F F
Rancho Santa Fe Rd. at Calle Acervo C B
Carlsbad Blvd. at State St. C C
*
- HEAVY DEMAND ANALYSIS
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APPENDIX A - INTERSECTION LEVEL OF SERVICE SUMMARY
Carlsbad Blvd. at Grand Ave. D
Carlsbad Blvd. at Carlsbad Village Dr.* C C
Carlsbad Blvd. at Tamarack Ave. * E D
Carlsbad Blvd. at Cannon Rd.* F D
Carlsbad Blvd. at Palomar Airport Road* . . E F
Carlsbad Blvd.'at Poinsettia Ln.* D E
Poinsettia Ln. at Avenida Encinas D . D
Poinsettia Ln. at Paseo del Norte D D
Poinsettia Ln. at Batiquitos Dr. . C C
Poinsettia Ln. at Alga Rd. D D
Cannon Rd. at Avenida Encinas . B B
Cannon ,Rd. atPaseo del Norte* B C
Cannon Rd. at Hidden Valley Road C D
Cannon Rd. at Faraday Ave. B C
Cannon Rd. at College Blvd.* B D
College Blvd. at Tamarack Ave. C B
College Blvd. at Carlsbad Village Dr. D D
College Blvd. at Faraday Ave. C A
Melrose Ave. at Faraday Ave.* F E
Melrose Ave. at Carrillo Way D D
Melrose Ave. at Alga Rd. B D
Melrose Ave. at La Costa Ave. A A
La Costa-Ave. at Saxony Rd. C. C
La CostaAVe. at. Cam ino de las Coches . A A
El FUerte at Alga Rd. .: ... B A
El Fuerte at Carrillo Way D C
Carlsbad Village Dr. at Tamarack Ave. . A. A
Marron Rd. at Jefferson St.* B D
Marron Rd. at Monroe St. . C D
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- HEAVY DEMAND ANALYSIS
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NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: MARRON ROAD AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
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Northbound . 80 1352 193
Southbound 42 1191 117
Eastbound 42 219 49 I Westbound .525 799 10
INTERSECTIONGEOMETRY:....
I (Number of Lanes) '. L LT I TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 3 0 0 0 0 I Southbound 2 . 0 3 0 0 0 0
Eastbound 1 0 2 0 0 0 0
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LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn . Turn
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Northbound 2700 5100 0
Southbound 2700 5100 0
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Eastbound 1500 3400 0
Westbound 1500 3400 0
I VOLUME/CAPACITY RATIO Left Thru . Right
• . Turn Turn
• Northbound 3.0% 30.3% 0.0%
I Southbound 1.6% 25.6% 0.0%
Eastbound 2.8% 7.9% 0.0%
Westbound 35.0% 23.8% 0.0%
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INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: MARRON ROAD AM PEAK
INTERSECTION TURNING MOVEMENTS! LANE GEOMETRY
117 1191 42
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0 3 2
42 ----' 1 0 10
219 2 2<---- 799
49----, 0 1,---- 525
V V
2 3 0
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80 1352 193 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 3.0% 30.3% 0.0%
Southbound 1.6% 25.6% 0.0%
Eastbound 2.8% 7.9% 0.0%
Westbound 35.0% 23.8% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
84.7% Percent Utilization
LEVEL OF SERVICE ---->. D
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: MARRON ROAD PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 97 1188 559
Southbound 36 1339 95
Eastbound 33 552 44
Westbound 293 494 11
INTERSECTION GEOMETRY
(Number. of Lanes) L LT T TR . R LA, LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 .0 3 0 . 0 0 0
Southbound 2 0 3 0 0 0 0
Eastbound 1 0 2 0 0 0 0
Westbound 1 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 5100 0
Southbound .2700 5100 0
Eastbound 1500 3400 .0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 3.6% 34.3% . 0.0%
Southbound 1.3% 28.1% .0.0%
Eastbound 22% . 17.5% 0.0%
Westbound 19.5% 14.9% 0.0%
03/19/91
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: COLLEGE BLVD. AM PEAK -HEAVY DEMAND
TRAFFIC VOLUMES Left ' Thru Right
(Vehicles per Hour) Turn Turn
Northbound 227 599 280
Southbound 37 1622 684L
Eastbound 143 222 12
Westbound 614 743 9
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1800 1800 2000 '2000 1800 1800 1800
Northbound 2 0 3 0 1 0 0
Southbound 2 0 3 0 1 0 0
Eastbound - '2 0 2 0 0 0 0
Westbound 2 0 2 0 0 0 0
LANE GROUP CAPACITY 'Left Thru Right
(VPH of Green) Turn ' Turn
Northbound 3240 6000 1800
Southbound 3240 6006 1800
Eastbound 3240
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4000 0
Westbound ' 3240 , 4000 .0
VOLUME/CAPACITY RATIO Left 'Thru Right
Turn Turn
Northbound 7.0% 10.0% 15.6%
Southbound 1.1% ' 27.0% 38.0%
Eastbound 4.4% 5.9% 0.0%
Westbound 19.0% 18.8% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: CARLSBAD VILLAGE DR. AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn , Turn
Northbound 62 992 12
Southbound 126 1514 134
Eastbound 174 126 92
Westbound. 22 344 388
INTERSECTION GEOMETRY'
(Number ofLanes) , L LT T TR A LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 2 1 0 0 , 0
Southbound 2 0 2 1 0 0 0
Eastbound 1 0 1 1 0 0 0
Westbound 1 0 1 1 0 0 ' 0
LANEGROUP CAPACITY Left Thru Right'
(VPH of Green) Turn Turn
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 1500 3400 0
Westbound 1500 3400 , 0
VOLUME/CAPACITY RATIO Left ' Thru Right
Turn Turn
Northbound 2.3% 19.7% 0.0%
Southbound 4.7% 32.3% 0.0%
Eastbound 11.6% 6.4% 0.0%
Westbound 1.5% 21.5% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: CARLSBAD VILLAGE DR. AM PEAK'
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
134 1514 126
<--' V '-->
S 0 3 2
S 174 ----' 1 0 '---- 388
126----- 2. 2<---- 344
S 92----, 0 1,---- 22
S v V
2 3 0
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S LANE GROUP CAPACITY S
Left Thru Right
Turn Turn
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Default Capacity 1500 1700 1500
Northbound 2700 5100 0
Southbound 2700 5100 0 -
Eastbound 1500 3400 0
S Westbound 1500 3400 0 •
VOLUMEJCAPACITY RATIO S
/
S S Left Thru - Right
S
S Turn Turn
S Northbound 2.3% 19.7% 0.0%
Southbound 4.7% 32.3% 0.0% 5 5
Eastbound 11.6% • 6.40/b 0.0%
Westbound 1.5% 21.5% 0.0%
EFFICIENCY LOST FACTOR 0.1 S
CAPACITY UTILIZATION
Percent Utilization S 77•7%
S_i • S 5
• LEVEL OF SERVICE ---->
S C S
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO'REAL BUILDOUT PROJECTIONS
EW: CARLSBAD VILLAGE DR. PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 62 992 12
Southbound 286 1098 248
Eastbound 123 343 156
Westbound 18 290 339
INTERSECTION GEOMETRY
(Number of Lanes) .L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 2 1 0 0 0
Southbound 2 0 2 1 0 0 0
Eastbound 1 0 1 1 0 0 0
Westbound 1 0 1 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 2.3% 19.7% 0.0%
Southbound 10.6% 26.4% 0.0%
Eastbound 8.2% 14.7% 0.0%
Westbound 1.2% 18.5% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: CARLSBAD VILLAGE OR. PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
248 1098 286
I I
V
.0 3 2
123 ----' ' 0 '---- 339
343 2 2<---- 290
156----, 0 1 ,---- 18
V V
2 3 0
I I -
62 992 12 I'
North
LANE GROUP CAPACITY
Left Thru Right
'Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 5100 ' 0
Southbound 2700 5100 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn ' Turn
Northbound 2.3% 19.7% 0.0%
Southbound ' 10.6%' 26.4% 0.0%
Eastbound 8.2% 14.7% 0.0%
Westbound 1.2% 18.5% 0.0%
EFFICIENCY LOST'FACTOR 0.1
CAPACITY UTILIZATION
67.0%,. Percent Utilization
LEVEL OF SERVICE,-.- > B
I
'I
I
I
I.
I ,
I
I
I
I
I
1
I
I
I
I
.1
I
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: CHESTNUT AVE. AM PEAK
TRAFFIC VOLUMES .Left , Thru Right
(Vehicles per Hour) Turn Turn
Northbound 88 883 3
Southbound 32 1501 95
Eastbound 94 28 .68
Westbound 17 253 89
INTERSECTION GEOMETRY
(Number of Lanes) ' L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 3 0 , .0 0. 0
Southbound 1 0 3 0 ' 0 0 0
Eastbound 1 0 1 0 0 0 0
Westbound 1 0 1 , 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn ' Turn
Northbound 1500 5100 0
Southbound 1500 5100 , 0
Eastbound 1500 . 1700 0
Westbound .1500 1700 0
VOLUME/CAPACITY RATIO Left , Thru Right
Turn Turn
Northbound 5.9% 17.4% ' 0.0%
Southbound 2.1% 31.3% 0.0%
Eastbound 6.3% , 5.6% 0.0%
Westbound 1.1% ' 20.1% ' 0.0%
I
INTERSECTION CAPACITY UTILIZATION MODEL
NS: ELCAMINOREAL .BUILDOUTPROJECTIONS
EW: CHESTNUT AVE. AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
95 1501 32
<--• V
0 3 1
94 1 0'---- 89
28----- 1 1<---- 253
.68 ----, 0 1 ,---- 17
. V V
1 3 0
88 883 3 I
• . North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 • 5100 0
Southbound 1500 . 5100 0
Eastbound 1500 • 1700 0
Westbound 1500 • • 1700 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn • Turn
Northbound 5.9% • 174% 0.0%
Southbound 2.1% 31.3% 0.0%
Eastbound 6.3% 5.6% 0.0%
Westbound 1.1% 20.1% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 73.5%
LEVEL0F SERVICE ----> C.
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: CHESTNUT AVE. PM PEAK
TRAFFIC.VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 97 1451 12
Southbound 112 : .1016 .144
Eastbound 45 68 120
Westbound 6 98 46
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LIR
Default Capacity 1500 1500 1700 1700 1500 1.500 1500
Northbound 1 0 3 0 0 0 0
Southbound 1 0 3 0 0 0 0
Eastbound 1 0 1 0 0 0 0
Westbound 1 . 0 1 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 5100 0
Southbound 1500 5100 0
Eastbound 1500 1700 0
Westbound 1500 1700 . 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 65% 28.70/b 0.0%
Southbound 7.5% 22.7% 0.0%
Eastbound 3.0% 11.1% 0.0%
Westbound 0.4% 8.5% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: CHESTNUT AVE. PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
144 1016 112
I
<--'
I I
V
0 3 1
45 1 0'---- 46
68 1 1<---- .98
120----, 0 1,---- 6
V . V
1 3 0
9 1451 12
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 5100 0
Southbound 1500 • 5100 0
Eastbound. 1500 .1700 0
Westbound - 1500 1700 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound • 6.5% 28.7% 0.0%
Southbound 7.5% . 22.7% 0.0%
Eastbound 3.0% 11.1% 0.0%
- Westbound 0.4% . 8.5% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 57.6%
-
LEVELOFSERVICE • ----> . A
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: TAMARACK AVE. AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn . Turn
Northbound 162 901 .44
Southbound 0 1562 25
Eastbound . 72 127 375
Westbound .345 321 0
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 2 1 0 0 0
Southbound . 2 0 2 1 0 0 0
Eastbound 1 0 1 1 0 0 0
Westbound 1 0 1 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPHofGreen) Turn Turn
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound . 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 6.0% 18.5% 0.0%
Southbound . 0.0% 31.1% .0.0%
Eastbound .. 4.8% 14.8% 0.0%
Westbound 23.0% 9.4% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: TAMARACK AVE. AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
25 1562 0
I I I
V
0 3 2
72----' 1 o • ---- 0
127 2 2<---- 321
375----, 0 1 ,- - - - 345
V V
2 3 0
I I
162 901 44 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 1500 3400 0
Westbound 1500 3400 0 -
VOLUMEJCAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 6.0% 18.5% 0.0%
Southbound 0.0% 31.1% 0.0%
Eastbound 4.8% 14.8% 0.0%
Westbound 23.0% 9.4% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 84.9%
LEVELOF SERVICE ----> D
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: TAMARACK AVE. PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 491 1526 173
Southbound 0 1080 62
Eastbound 34 267 201
Westbound 94 257 0
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR A LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 2 1 0 0 0
Southbound 2 0 2 1 0 0 0
Eastbound 1 0 1 1 0 0 0
Westbound 1 0 1 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 1500 3400 0
Westbound 1500 3400 .0
VOLUME/CAPACITY RATIO Left Thru Right
Turn . Turn .
Northbound 18.2% 33.3% 0.0% .
Southbound 0.0% 22.4% 0.0%
Eastbound 2.3% 13.8% 0.0%
Westbound 6.3% 7.6% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: TAMARACK AVE. PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
62 1080 0
<--' V
0 3 2
34----' 1 0'---- 0
267 2 2 <---- 257
201 ----, 0 1 ---- 94
v v
2 3 0
'- ->
491 1526 173 1:1
North
LANE GROUP CAPACITY
Left ThrU Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 18.2% 33.3% 0.0%
Southbound 0.0% 22.4% 0.0%
Eastbound 2.3% 13.8% 0.0%
Westbound 6.3% 7.6% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 70.6%
LEVEL OF SERVICE ----> C
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: KELLY DR. AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 17 1048 0
Southbound 0 2248 35
Eastbound 60 0 76
Westbound 0 0 0
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR A LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 3 0 0 . 0 0
Southbound 0 0 2 1 0 0 0
Eastbound 1 0 0 .0 1 0 0
Westbound 0 0 0 0 .0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 5100 0
Southbound 0 5100 . 0
Eastbound 1500 0 1500
Westbound 0 0 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 1.1% 20.5% 0.0%
Southbound 0.0% 44.8% 0.0%
Eastbound 4.0% 0.0% 5.1%
Westbound. 0.0% 0.0% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: KELLY DR. AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
352248 0
<--' V
0 3 0
60----' 1 0---- 0
0 0 0<---- 0
76 ----, 1 0 ,--- 0
1 3 0
17 1048 0 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 17.00 1500
Northbound 1500 5100 0
Southbound 0 5100 0
Eastbound 1500 0 1500
Westbound 0 0 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 1.1% .20.5% 0.0%
Southbound 0.0% 44.8% 0.0%
Eastbound 4.0% 0.0% 5.1%
Westbound 0.0% 0.0% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 61.0%
LEVEL OF SERVICE ----> B
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: KELLY DR. PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
NorthbOund 57 2157 0
Southbound 0 1306 69
Eastbound 34 0 29
Westbound 0 0 0.
INTERSECTION GEOMETRY
(Number of Lanes) . L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 . 3 0 0 0 0
Southbound 0 0 2 1 . 0. 0 0
Eastbound 1 0 0 0 1 0 0
Westbound 0 0 0 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn . Turn
Northbound 1500 5100 . 0
Southbound 0 5100 0
Eastbound .1500 0 1500
Westbound 0 . 0 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound. 3.8% 42.3% 0.0%
Southbound, 0.0% 27.0% . 0.0%
Eastbound 2.3% 0.0% 1.9%
Westbound , 0.0% 0.0% ' . 0.0%'
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: KELLY DR. PM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
69 1306 0
-, V - ->
0 3 0
34 ----' 1' 0 '---- 0
o---- 0 0<---- 0
29 ----, 1 0 ,---- 0
V V
1 3 0
57 2157 0
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 5100 0
Southbound 0 5100 0
Eastbound . 1500 0 1500
Westbound 0 0 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 3.8%. 42.3% 0.0%
Southbound 0.0% 27.0% 0.0%
Eastbound 2.3% 0.0% 1.9%
Westbound . 0.0% 0.0% 0.0%
EFFICIENCY LOST FACTOR . 0.1
CAPACITY UTILIZATION
Percent Utilization 54.6%
LEVEL OF SERVICE . ----> A
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: CANNON RD. AM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 90 691 18
Southbound 74 1830 558
Eastbound 200 588 198
Westbound 190 1084 92
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR A LA LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 2 0 3 0 0 0 0
Southbound . 2 0 3 0 1 0 0
Eastbound 2 0 2 0 0 0 0
Westbound 2 0 2 0 0 0 0,
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 3240 6000 0.
Southbound 3240 6000 1800
Eastbound 3240 4000 : 0
Westbound 3240 4000 0
VOLUME/CAPACITY RATIO Left Thru Right
• Turn • Turn
Northbound 2.8% 11.8% 0.0%
Southbound 2.3% . 30.5% 31.0%
Eastbound 6.2% 19.7% 0.0%
Westbound 5.9% 29.4% .
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: CANNON RD. AM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
558 1830 74
V -
1. 3 2
200----' ? 0 92
588 2 2<---- 1084
198----, 0. 2 ,---- 190
V V
2 3 0
<--.
I I I
90 691 18 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn. Turn
Default Capacity 1800 . 2000 . 1800
Northbound 3240 6000 0
Southbound . 3240 . 6000 1800
Eastbound . 3240 . 4000 0
Westbound 3240 - 4000 0
VOLUME/CAPACITY RATIO
Left - Thru - Right
Turn Turn
Northbound 2.8% 11.8% 0.0%
Southbound - .2.3% 30.5% 31.0%
Eastbound 6.2% 19.7% 0.0%
Westbound 5.9% 29.4% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 78.9%
LEVEL OFSEAVICE- ---> - - -C
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: CANNON RD. PM PEAK -HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 138 1783 364
Southbound 177 961 198
Eastbound 404 916 224
Westbound 38 559 173
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 2 0 3 0 0 0 0
Southbound 2 0 3 0 1 0 0
Eastbound 2 0 2 0 0 0 0
Westbound 2 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPHof Green) Turn ,
Turn
Northbound 3240 6000 0
Southbound 3240 6000 1800
Eastbound 3240 4000 0
Westbound 3240 4000 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 4.3% 35.8% 0.0%
Southbound 5.5% 16.0% 11.0%
Eastbound • 12.5% 28.5% 0.0%
Westbound 1.2% 18.3% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: CANNON RD. PM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
198 961 177
I I
<--' V
1 3 2
404----' 2 0 ,---- 173
916 2 2<---- 559
224----, 0 ?---- 38
V. V
2 3 .0
<--, ,-->
138 1783 364
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 ' 2000 1800
Northbound 3240 6000 0
Southbound 3240 6000 1800
Eastbound 3240 4000 0
Westbound 3240 '4000 0
VOLUME/CAPACITY RATIO
Left Thru ' Right
Turn Turn
Northbound 4.3% 35.8% 0.0%
Southbound 5.5% .16.0% 11.0%
Eastbound ' 12.5% 28.5% 0.0%
Westbound 1.2% 18.3% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 82.0%
LEVEL OF SERVICE . ----> ' . D
INTERSECTIONCAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: COLLEGE BLVD. AM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
684 1622 37
<--' V
0 2 1
143----' .2 0---- 9
222 2 2 <---- 743
12 ----, 0 2 ,---- 614
V .. V
1 2 .0
227 599 280 I
North
LANE GROUP CAPACITY
Left Thru , Right
Turn Turn
Default Capacity 1800 ' 2000 1800
Northbound '3240 6000 ,
1800
Southbound 3240 ,, 6000 1800
Eastbound 3240 .4000 0
Westbound 3240 4000 0
VOLUME/CAPACITY RATIO
Left Thru . Right
Turn Turn
Northbound ' 7.0% 10.0% 15.6%
Southbound 1.1% 27.0% 38.0%
Eastbound 4.4% 5.9% .0.0%
Westbound 19.0% . 18.8% 0.00/0
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 72.8%
LEVEL OF-SERVICE -- ----> ' C
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: COLLEGE BLVD. PM PEAK -HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 18 1887 760
Southbound 98 808 303
Eastbound 416 769 37
Westbound 431 328 58
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 2 0 3 0 1 0 0
Southbound .2 0 3 0 1 0 0
Eastbound 2 0 2 0 0 0 0
Westbound 2 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 3240 6000 1800
Southbound 3240 6000 1800
Eastbound 3240 4000 0
Westbound 3240 4000 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 0.6% 31.5% 42.2%
Southbound 3.0% 13.5% 16.8%
Eastbound 12.8% 20.2% 0.0%
Westbound 13.3% 9.7% . 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
.NS: EL CAMINO REAL BUILDOUT PROJECTION I EW: COLLEGE BLVD. PM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
303 808 98
I . <
0 2 1.
I 416 ----' 2
769 2 .
0 '---- 58
2<---- 328
/
. 37 ----, 0 . 2 . ,---- 431
I. 1 2
I .
18 1887 760 I
North ' LANE GROUP CAPACITY
Left Thru Right
I . Turn Turn
Default Capacity 1800 2000 1800
Northbound 3240 6000 1800
/ Southbound 3240 6000 1800
Eastbound 3240 . 4000 0
E WestboUnd 3240 . 4000 0
VOLUME/CAPACITY RATIO
Left Thru Right I .
Turn Turn
Northbound 0.6% 31.5% 42.2%
1 Southbound 3.0% 13.5% 16.8%
Eastbound 12.8% 20.2% 0.0%
Westbound 13.3% 9.7% 0.0%
EFFICIENCY LOST FACTOR . 0.1 •
CAPACITY UTILIZATION .
85.7% Percent Utilization . .
LEVEL OF SERVICE ----> D
I,' ..
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: MARRON ROAD PM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
95 1339 36
<--' V
0 3 2
33 ----' 1 0 11
552 2 2<---- 494
44----, 0 ' 1,---- 293
V "V
2 3 0
<--,
97 1188 559
North
LANE GROUP CAPACITY
- " Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 , , 5100 0
Southbound 2700 5100 0
Eastbound ' 1500 3400 0
Westbound 1590 3400 0
VOLUME/CAPACITY RATIO '
Left Thru ' Right
Turn Turn
Northbound 3.6% 34.3% 0.0%
Southbound 1.3% ' 28.1% 0.0%
Eastbound 22% 17.5% 0.0%
Westbound 19.5% 14.9% 0.0%
EFFICIENCY LOST FACTOR ' 0.1
CAPACITY UTILIZATION
82.7% Percent Utilization '
LEVEL OF SERVICE ---->' D ,
INTERSECTION CAPACITY UTILIZATION
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: FARADAY AVE. AM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 437 1029 68
Southbound 307 1801 300
Eastbound 50 241 219
Westbound 126 847 360
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 2 0 3 0 1 0 0
Southbound 2 0 3 0 1 0 0
Eastbound 1 0 2 0 1 .0 0
Westbound 1 0 2 0 1 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 3240 6000 1800
Southbound 3240 6000 1800
Eastbound 1800 4000 1800
Westbound 1800 4000 1800
VOLUMEJCAPACITY RATIO Left Thru Right
Turn Turn
Northbound 13.5°k 17.2% 3.8%
Southbound 9.5% 30.0% 16.7%
Eastbound 2.8% 6.0% 12.2%
Westbound 7.0% 21.2% 20.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS ELCAMINOREAL - BUILDOUT PROJECTION
EW: FARADAY AVE. AM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
300 1801 307
I
<--'. V
I
1 0 3 2
50 ----p 1 1- '---- 360
241 2 - 2 <---- 847
219 ----, 1 1 ,---- 126
V V
2 3 1
<--,
0 437 1029 68 I
North
LANE GROUP CAPACITY
0 Left Thru Right
0
Turn Turn
0
Default Capacity 1800 2000 1800 0
Northbound 3240 6000 1800
Southbound 3240 6000 1800
Eastbound 1800 4000 . 1800
Westbound 1800 4000 1800
0 VOLUME/CAPACITY RATIO .
0
Left 0 Thru Right
Turn Turn.
Northbound 13.5% 17.2% 3.8%
Southbound 9.5% - 30.0% 16.7%.
Eastbound 2.8% 6.0% 12.2%
Westbound 7.0% 21.2% 20.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION 0
Percent Utilization - 77.5%
LEVEL OF SERVICE- -----> - C
INTERSECTION CAPACITY UTILIZATION
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: FARADAY.AVE. PM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 124 2042 117
Southbound 386. 1113 123
Eastbound 257 582 302
Westbound 100 221 442
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 2 0 3 0 1 0 0
Southbound 2 0 3 0 1 0 0
Eastbound 1 0 2 0 1 0 0
Westbound 1 0 2 0 1 0 0
LANE GROUP CAPACITY .Left Thru Right
(VPH of Green) Turn Turn
Northbound 3240 6000 1800
Southbound 3240 6000 1800
Eastbound 1800 4000 1800
Westbound 1800 4000 1800
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 3.8% 34.0% 6.5%
Southbound 11.9% 18.6% 6.8%
Eastbound 14.3% 14.6% . 16.8%
Westbound •... 5.6% 5.5% 24.6%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: FARADAY AVE. PM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
123 1113 386
<--' V
1 3 2
257 ----' 1 1 '---- 442
582 2 2<---- 221
302 ----, 1 1 ,---- 100
V .. V
2 3 1
<--,
124 2042 117 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 3240 6000 1800
Southbound 3240 6000 1800
Eastbound 1800 . 4000 1800
Westbound 1800 4000 1800
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 3.8% 34.0% 6.5%
Southbound 11.9% 18.6% 6.8%
Eastbound 14.3% 14.6% 16.8%
Westbound 5.6% 5.5% 24.6%
EFFICIENCY LOST FACTOR . 0.1
CAPACITY UTILIZATION
Percent Utilization 80.5%
LEVEL OF SERVICE ----> D . .
I.
I INTERSECTION CAPACITY UTILIZATION
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
$ EW: PALOMAR AIRPORT ROAD AM PEAK
TRAFFIC VOLUMES Left Thru Right
I (Vehicles per Hour) Turn Turn
Northbound 31 1032 294
Southbound 475 1320 261
Eastbound 77 613 4 I Westbound 205 1314 562
* INTERSECTION GEOMETRY
(Number of Lanes)
:
L LT I TR R LA LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 2 1 0 .0 0 I Southbound 2 0 . 2 1 0 0 0
Eastbound 2 0 2 1 0 0 0
I
Westbound 2 0 2 1 1 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn . Turn
Northbound 2700, 5100 0
Southbound 2700 5100 0 I Eastbound 2700 5100 0
Westbound 2700 6600 0
1 VOLUME/CAPACITY RATIO Left Thru Right
Turn . Turn
t Northbound 1.1% 26.0% 0.0%
Southbound 17.6% 31.0% 0.0%••
Eastbound 2.9% 12.1% 0.0%
Westbound 7.6% 28.4% 0.0%
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INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL ,BUILDOUT PROJECTIONS
EW: PALOMAR AIRPORT ROAD AM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
261 1320 475
<--' V
0 3 2
77 2 1---- 562
613 3 3 <---- 1314
4 ----, 01 2 ,---- 205
V V
2 3 0
31 1032 294 I.
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound . 2700 5100 0
Southbound 2700 5100 0
Eastbound 2700 5100 0
Westbound 2700 6600 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 1.1% 26.0% 00%
Southbound 17.6% 31.0% 0.0%
Eastbound 2.9% 12.1% 0.0%
Westbound 7.6% 28.4% 0.0%
EFFICIENCY LOST FACTOR . 0.1
CAPACITY UTILIZATION
Percent Utilization 84.9%
LEVEL OF SERVICE. ---.-> D
1
INTERSECTION CAPACITY UTILIZATION
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: PALOMAR AIRPORT ROAD PM PEAK
TRAFFIC VOLUMES Left Thru Right
I (Vehicles per Hour) Turn Turn
Northbound 8 1271 207
I Southbound
Eastbound
431
372
.. 1055
1105
130
21
Westbound 252 666 599
GEOMETRY
I
INTERSECTION
(Number of Lanes) L LT T TR A LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
I Northbound 2 0 2 1 0 0 0
Southbound 2 0 2 1 0 0 0
• Eastbound • 2 0 2 1 .0 0 0
J Westbound 2 0 2 1 1. 0 0
LANE GROUP CAPACITY Left Thru Right.
(VPH of Green) Turn Turn
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 2700 5100 0
Westbound 2700 6600 0
j VOLUME/CAPACITY RATIO Left • Thru . . Right
Turn Turn
Northbound 0.3% .. 29.0% 0.0%
• Southbound 16.0% 23.2% 0.0%
Eastbound 13.8% . 22.1% 0.0%
Westbound 9.3% 19.2% 0.00/0
I .
1:.
0
*1.
0
• 0
0
I
0
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: PALOMAR AIRPORT ROAD PM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
130 1055 431
I I I
.
0 3 2
372 ----' 2 1 ---- 599
1105 3 3 <---- 666
21 ----, 0 2 ,---- 252
V V
2 3 0
8 1271 207
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 2700 5100 0
Westbound 2700 6600 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.3% 29.0% 0.0%
Southbound 16.0% 23.2% 0.0%
Eastbound 13.8% 22.1% 0.0%
Westbound 9.3% 19.2% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Peráent Utilization 87.9%
LEVEL OF SERVICE ----> D
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: CAMINO VIDA ROBLE AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound .729 .1665 24
Southbound 149 767 278
Eastbound 30 51 70
Westbound 26 22 42
INTERSECTION GEOMEThY....
(Number. of Lanes) L LT T TA R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 2 1 0 0 0
Southbound 2 0 2 1 0 0 0
Eastbound 1 0 1 1 0 0 0
Westbound 1 0 1 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left . Thru . Right
Turn Turn
Northbound 270% . 33.1% 0.0%
Southbound 5.5% 20.5% 0.06/0
Eastbound 2.0% 3.6% 0.0%
Westbound 1.7% 1.9% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: CAMINO VIDA ROBLE AM PEAK •
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
278 767 149
V
0 3 2
30,----' .1 0'---- 42
51 2 2<--'-- 22
70 ----, 0 1 ,---- 26
V V
2 3 0
,-->
I
729 1665
I
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North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity ' 1500 , 1700 1500
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn -Turn
Northbound - 27.0% 33.1% - 0.0%
Southbound 5.5% 20.5% 0.0%
Eastbound 2.0% 3.6% 0.0%
Westbound 1.7% - 1.9% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
62.8% Percent- Utilization
LEVEL OF SERVICE ----> - B
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: CAMINO VIDA ROBLE PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn,
Northbound 131 885 8
Southbound 61 1437 72
Eastbound 172 35 511
Westbound 26 60 134
INTERSECTION GEOMETRY
(Number of Lanes) L• LT T TR A LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 2 1 0 0 0
Southbound 2 0 2 1 0 0 0
Eastbound 1 0 1 1 0 0 0
Westbound 1 0 1 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound .2700 5100 0
Southbound 2700 5100 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 4.9% 17.5% 0.0%
Southbound 2.3% 29.6% 0.0%
Eastbound 11.5% 16.1% 00%
Westbound 1.7% . 5.7% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: CAMINO VIDA ROBLE PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
72 1437 61
<--' V
03 2
172----' 1 134
35 2 2 <---- 60
511 ----, 0 1 ,---- 26
V - V
2 3 0
• 131 885 8
• North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUMEJCAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 4.9% 17.5% 0.0%
Southbound 2.3% 29.6% 0.0%
Eastbound 11.5% 16.1% 0.0%
Westbound 1.7% 5.7% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION •
62.2%. Percent Utilization
LEVEL OF SERVICE ----> B -
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAM INO REAL BUILDOUT PROJECTION
EW: POINSETTIA LN. AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn . Turn
Northbound 26 1927 346
Southbound 10 816 . .37
Eastbound 215 547 132
Westbound 389 461 276
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2. 0 2 1 0 0 0
Southbound 2 0 2 1 0 0 0
Eastbound 2 0 . 2 0 .0 0 0
Westbound 2 0 . 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 2700 3400 . 0
Westbound 2700 3400 . 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 1.0% 4.4.6% 0.0%
Southbound 0.4% 16.7% 0.0%
Eastbound 8.0% 20.0% 0.0%
Westbound 14.4% 21.7% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: POINSETTIA LN. AM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
37 816 10
I I
<--• V
.0 3 2
215 ----' . 0 '---- 276
547 2. 2<---- 461
132 ----, 0 . 2 ,---- 389
V V
2 3 0
'S
I I
26 1927 346 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 2700 . 3400 0
Westbound 2700 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 1.0% 44.6% 0.0%
Southbound 0.4% 16.7% 0.0%
Eastbound 8.0% 20.0% 0.0%
Westbound 14.4% 21.7% 0.0%
EFFICIENCY LOST FACTOR . 0.1
CAPACITY UTILIZATION
89.3% Percent Utilization
LEVEL OFSERV10E.----> D
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL 8UILDOUT PROJECTION
EW: POINSETTIA LN. PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 70 936 460
Southbound 144 1719 155
Eastbound 76 624 63
Westbound 353 537 11
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR A LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 2 1 0 0 0
Southbound 2 0 2 1 0 0 0
Eastbound 2 0 2 0 0 0 0
Westbound 2 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 2700 3400 0
Westbound 2700 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
• Turn Turn
Northbound 26% 27.4% 0.0%
Southbound 5.3% 36.7% 0.0%
Eastbound 2.8% 20.2% 0.0%
Westbound 13.1% 16.1% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: POINSETTIA LN. PM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
155 1719 144
<--• V
0 3 2
76 -- - -, 2 o •---- ii
624 ----- 2 2<---- 537
63----, 0 2 ,---- 353
V • V
2 3 0
<--,
70 936 460
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 2700 3400 0
Westbound 2700 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 2.6% 27.4% 0.0%
Southbound - 5.3% 36.7% 0.0%
Eastbound 2.8% 20.2% 0.0%
Westbound • 13.1% 16.1% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
82.6% Percent Utilization
• LEVEL OF SERVICE ----> D
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL 'CAMINO REAL BUILDOUT PROJECTION
EW: ALGA RD. AM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 456 1847 496
Southbound 86 1272 102
Eastbound 178 205 479
Westbound 688 385. 200
INTERSECTION GEOMETRY
(Number of Lanes) L ,LT T TR R ' LR LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 2 0 3 0 1 0 0
Southbound 2 0 3 0 0 0 0
Eastbound 2 0 2 0 1 0 0
Westbound 2 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 3240 6000 1800
Southbound 3240 6000 0
Eastbound 3240 4000 1800
Westbound 3240 4000 0
VOLUME/CAPACITY RATIO Left Thru ' Right
Turn Turn
Northbound 14.1% 30.8% 27.6%
Southbound 2.7% 22.9% 0.0%
Eastbound 5.5% 5.1% 26.6%
Westbound 21.2% 14.6% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: ALGA RD. AM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
102 1272 86
<--s V
0 3 2
178----' 2 0 '---- 200
205 2 2<---- 385
479 ----, 1 2 ;---- 688
V V
2 3 1
,-->
I I I
456 1847 496 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 3240 6000 1800
Southbound 3240 6000 0
Eastbound 3240 4000 1800
Westbound 3240 4000 0
VOLUME/CAPACITY. RATIO
Left Thru Right
Turn Turn
Northbound 14.1% 30.8% 27.6%
Southbound 2.7% 22.9% 0.0%
Eastbound 5.5% 5.1% 26.6%
Westbound 21.2% 14.6% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 73.6%
LEVEL OF SERVICE ----> C
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: ALGA RD. PM PEAK -HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 570 1230 521
Southbound 229 1650 167
Eastbound 120 342 535
Westbound 584 347 73
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR A LR LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 2 0 3 0 1 0 0
Southbound 2 0 3 0 0 0 0
Eastbound 2 0 2 0 1 0 0
Westbound 2 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 3240 6000 1800
Southbound 3240 6000 0
Eastbound 3240 4000 1800
Westbound 3240 4000 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 17.6% 20.5% 28.9%
Southbound 7.1% 30.3% 0.0%
Eastbound 3.7% 8.6% 29.7%
Westbound 18.0% 10.5% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: ALGA RD. PM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
167 1650 229
<--' V
0 3 2
120 ----' 2 0 '---- 73
342 2 2<---- 347
535----, 1 2,---- 584
V v_
2 3 1
<--,
570 1230 521 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 3240 6000 1800
Southbound 3240 6000 0
Eastbound 3240 4000 1800
Westbound 3240 4000 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn ,Turn
Northbound 17.6% 20.5% 28.9%
Southbound 7.1% 30.3% 0.0%
Eastbound 3.7% 8.6% 29.7%
Westbound 18.0% 10.5% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
87.6% Percent Utilization
LEVEL OF SERVICE ----> D
INTERSECTION CAPACITYUTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: LA COSTA AVE. AM PEAK -HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 423 1866 20
Southbound 107 1632 750
Eastbound 820 277 167
Westbound 37 865 183
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTA
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 2 0 3 0 0 0 0
Southbound 2 Q 3 0 1 0 0
Eastbound 2 0 2 0 0 0 0
Westbound 2 0 2 0 0 .0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 3240 6000 0
Southbound 3240 6000 1800
Eastbound 3240 4000 0
Westbound 3240 4000 • 0
VOLUME/CAPACITY-RATIO Left . . Thru Right
Turn • Turn
Northbound 13.1% .. 31.4% 0.0%
Southbound 3.3% 27.2% 41.7%
Eastbound 25.3% 11.1% • 0.0%
Westbound • 1.1% 26.2% • 0.06/0
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: LA COSTA AVE. AM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
750 1632 107
I I I
<--' V
1 3 2
820----' 2 0 '---- 183
277 2 2 <---- 865
167 ----, 0 2 ,---- 37
V V
2 3 0
423 1866 20
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 3240 6000 0
Southbound 3240 6000 1800
Eastbound 3240 4000 0
Westbound 3240 4000 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 13.1% 31.4% 0.0%
Southbound 3.3% 27.2% 41.7%
Eastbound 25.3% 11.10/0 0.0%
Westbound 1.10/0 26.2% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
103.2% Percent Utilization
LEVEL OF SERVICE ----> F
S
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INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: LA COSTA AVE. PM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 328 1726 118
Southbound 253 1526 1060
Eastbound 514 554 123
Westbound 22 643 153
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LA LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 2 0 3 .0 0 0 0
Southbound 2 0 3 0 1 0 0
EastbOund 2 0 2 0 0 0 0
Westbound 2 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 3240 6000 0
Southbound 3240 6000 1800
Eastbound 3240 4000 0
Westbound 3240 4000 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 10.1% 30.7% 0.0%
Southbound 7.8% 25.4% 58.9%
Eastbound 15.9% 16.9% 0.0%
Westbound 0.7% 19.9% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: LA COSTA AVE. PM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
1060 1526 253
<--• V
1 3 2
514 ----' 2 0 ---- 153
554 2 2<---- 643
123 ----, 0 2 ---- 22
V .. V
2 3 .0
I I
328 1726
I
118 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 3240 6000 0
Southbound - 3240 6000 1800
Eastbound 3240 4000 0
Westbound 3240 4000 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 10.1% 30.7%. 0.0%
Southbound .7.8% 25.44 58.9%
Eastbound 159% 16.9% .0.0%
Westbound • 0.7% 19.9% 0.00/0
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
104.7% Percent Utilization
LEVEL OF SERVICE ----> . F
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INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: LEVANTE STREET AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 0 2125 70
Southbound 82 '1755 '0
Eastbound 0 0 '0
Westbound 167 0 184
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 0 0 3 0 0 0 0
Southbound 1 0 , .3 0 0 0 0
Eastbound 0 0 0 0 0 0 0
Westbound 1 0 0 0 1 0 0
LANE GROUP CAPACITY Left -Thru Right
(VPHof Green) Turn ' Turn
Northbound 0 5100 0
Southbound 1500 5100 0
Eastbound 0 0 ' 0
Westbound 1500 0 1500
VOLUME/CAPACITY RATIO Left. Thru ' Right
Turn Turn
Northbound 0.0% 43.0% 0.0%
Southbound 5.5% 34.4% 0.0%
Eastbound 0.0% 0.0% 0.0%. .
Westbound 11.1% 0.0% 12.3%
02/06/91
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: LEVANTE STREET AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
.0 1755 82
0 3 1
o---' :0' 1 ----184
0 0 0<---- 0
0 .0 1 ,---- 167
V V
0 3 0
I I
O 2125
I•
70 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 0 '5100 0
Southbound 1500 5100 0
Eastbound 0 0 0
Westbound 1500 0 1500
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.0% 43.0% 0.0%
Southbound S 5.5% 34.40k 0.0%
Eastbound 0.00/0 0.0% 0.0%
Westbound 11.1% 0.0% 12.3%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION S
70.8% Percent Utilization
LEVEL OF SERVICE ----> C
I INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
I
EW: LEVANTE STREET PM PEAK
TRAFFIC VOLUMES Left Thru Right
.(Vehicles per Hour) Turn Turn
I Northbound 0 2033 211
Southbound 134 1538 . 0
Eastbound 0 0 0 I Westbound 94 0 139
INTERSECTION GEOMETRY
I (Number of Lanes) - - L LT T TR R LR LTR
Default Capacity 1500 1500 170.0 1700 1500 1500 1500
- Northbound 0 Q 3 0 0 0 0 I Southbound - 1 0 - 3 0 0 0 0
Eastbound 0 0 0 0 0 0 0
I
Westbound 1 0 0 0 1 0 0
LANE GROUP CAPACITY Left :Thru Right
(VPH of Green) Turn - Turn
I Northbound 0 5100 0
I Southbound
Eastbound
1500
0
- 5100
0
0
0
- S Westbound 1500 0 1500
I VOLUME/CAPACITY RATIO Left - Thru Right
1 5 Turn - Turn
- Northbound 0.0% 44.0% 0.0%
I Southbound - 8.9% 30.2% 0.0% 5
Eastbound.. 0.0%. 0.0% 0.0% -
Westbound 6.3% --0.0% - 9.3%
1 -.
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTIONS
EW: LEVANTE STREET PM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
0 1538 134
V
3 1
0---- •0.
0
----, 0
V
0 3 0
O 2033 211 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 0 5100 0
Southbound 1500 5100 0
Eastbound 0 0 0
Westbound 1500 0 1500
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.0% 44.0% 0.0%
Southbound 8.9% 302% 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound 6.3% 0.0% 9.3%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
72.2% Percent Utilization
LEVEL OF SERVICE ----> C
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: CALLE BARCELLONA AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 395 1819 123
Southbound 101 1334 359
Eastbound 161 55 150
Westbound 467 182 209
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LA LTA
Default Capacity 1500 1500 1700 1700 .1500 1500 1500
Northbound 2 0 ? 1 0 0 0
Southbound 2 0 2 1 0 0 0
Eastbound 2 0 1 1 0 0 0
Westbound 2 0 1 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 . 5100 0
Southbound 2700 5100 0
Eastbound 2700 3400 0
Westbound 2700 . 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
-. Turn . Turn
Northbound 14.6% 38.1% 0.0%
Southbound . 3.7% 33.2% 0.0%.
Eastbound 6.0% .6.0% 0.0%
Westbound 17.3% 11.5% 0.0% .
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: CALLE BARCELLONA AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
359 1334 101
I I
<--' V
I
0 3 .2
161 ---- 2 0 ---- 209
55----- 2 2<---- 182
150 ----, 0 2 ,---- 467
V V.
2 3 0
<--,
I I
395 1819
1
123
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 . 1700 1500
Northbound 2700 5100 . 0
Southbound 2700 5100 0
Eastbound 2700 3400 0
Westbound 2700 3400 0
VOLUME/CAPACITY RATIO .. . . .
.
. Left Thru Right
Turn Turn
Northbound 14.6% 38.1% 0.0%
Southbound . 3.7%. . 33.2% 0.0%
Eastbound 6.0% 6.0% 0.0%
Westbound 17.3% 11.5% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
81.2% Percent Utilization
LEVEL OF SERVICE ----> . D
1
I
I
I.
I
I
I
I.
I
I
,1
I
I
I .
I
I
I
.1
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL . BUILDOUT PROJECTION
EW: CALLE BARCELLONA PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 231 1562 389
SouthboUnd 279 1140 286
Eastbound 372 190 370
Westbound . 180. 99 100
INTERSECTION GEOMETRY -
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700. 17Ô0 1500 1.500 1500
Northbound 2 0 2 1 0 0 .0
Southbound 2 0 2 1 0 0 0
Eastbound 2 0 1 1 0 0 0
Westbound 2 0 1 1 0 0 0
LANE GROUP CAPACITY . Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 2700 3400 0
Westbound 2700 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 8.6% .38.3% 0.0%
Southbound 103% 28.0% 0.0%
Eastbound 13.8% 16.5% 0.0%
Westbound 6.7% 5.9% . 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAM INO REAL BUILDOUT PROJECTION
EW: CALLE BARCELLONA PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
286 1140 279
<--' V
0 3 2
372 ----' 2" 0 '---- 100
190 2 2<---- 99
370----, 0 2,---- 180
V 'V
2 3 0
231 1562 389 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn ' Turn
Default Capacity '1500 1700 1500
Northbound 2700 5100 0 '
Southbound , 2700 5100 0
Eastbound 2700 3400 ' 0
Westbound 2700 3400 0
VOLUMEJCAPACI1Y RATIO
Left Thru 'Right
Turn ' Turn
Northbound' ' 8.6% 38.3% 0.0%
Southbound 10.3% 28.0% 0.0%
Eastbound ' 13.8% ' ' 16.5% ' 0.0%
Westbound , 6.7% ' 5.9% 0.0%
EFFICIENCY LOST FACTOR ' ' 0.1 ,
CAPACITY UTILIZATION
81.7% Percent Utilization '
LEVEL OF SERVICE ----> 0
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: OLIVENHAIN RD. PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 122 1756 165
Southbound 345 1250 97
Eastbound 164 878 40
Westbound 220 436 262
INTERSECTION GEOMETRY
(Number of Lanes) L LT I TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 3 0 0 0 0
Southbound 2 0 3 0 0 0 0
Eastbound 2 0 2 1 0 0 0
Westbound 2 0 2 1 0 0 0
LANE GROUP CAPACITY Left, Thru Right
(VPH of Green) Turn ' Turn
Northbound 2700 :5100 0
Southbound 2700 5100 0
Eastbound 2700 5100 0
Westbound 2700 5100 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 4.5% ' 37.7% 0.0%
Southbound 12.80/9 26.4% 0.0%
Eastbound 6.1% 180% 0.0%
Westbound 8.1% 13.7% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: OLIVENHAIN RD. . PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
97 1250 345
<--' V
0 3 2
164 -----'.2 0---- 262.
878----- 3. 3<---- 436
40----, 0 " 2,---- 220
V V
2 3 0
,-->
I I
122 '1756 165 I
North
LANE GROUP CAPACITY
Left Thru . Right
Turn, Turn
Default Capacity 1500 1700 1500
Northbound . 2700 5100 0
Southbound 2700 5100 0
Eastbound 2700 5100 0
Westbound •, 2700 5100 0,
VOLUME/CAPACITY RATIO ,
Left Thru Right,
'Turn Turn
Northbound ' 4.5% 37.7%. 0.0%
Southbound 12.8% 26.4% 0.0% '
Eastbound 6.1% , 18.0% 0.0%
Westbound 8.1% ' 13.7% ' 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
86.6% - Percent Utilization
LEVEL OF SERVICE:----> ,, D
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILbOUT PROJECTION
EW: OLIVENHAIN RD. AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 48 1573 98
Southbound 149 . 1463 339
Eastbound. .177 587 93
Westbàund . 227 875 587
INTERSECTION GEOMETRY . .
(Number of Lanes) L LT T. TR R LR LTR
Default Capacity . 1500 1500 1700 1700 1500 1500 1500
Northbound . 2 0 3 . 0 0 0 0
Southbound 2 0 3 0 0 0 0
Eastbound 2 0 2 1 0 . 0 0
Westbound . 2 0 2 1 ,. 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 2700 5100 0
Westbound 2700 5100 . 0
VOLUME/CAPACITY RATIO, Left Thru Right
Turn . Turn
Northbound . 1.8% 32.8% .0.0%
Southbound 5.5% 35.3% . 0.0%
Eastbound 6.6% 13.3% 0.0%
Westbound . 84% 28.7% . 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL CAMINO REAL BUILDOUT PROJECTION
EW: OLIVENHAIN RD. AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
339 1463 149
<--'. V
0 3 2
177 ----' 2 0 '---- 587
587 3 3<---- 875
93----, 0 2 ,---- 227
V V
2 3 0
<--,
48 1573 98 I
N0flfl
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 2700 5100 0
Westbound 2700 5100 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 1.8% 32.8% 0.0%
Southbound 5.5% 35.3% 0.0%
Eastbound 6.6% 13.3% 0.0%
Westbound 8.4% 28.7% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
83.5% Percent Utilization
LEVEL OF SERVICE ----> D
INTERSECTION CAPACITY UTILIZATION MODEL
NS: AVENIDA ENCINAS BUILDOUT PROJECTIONS
EW: PALOMAR AIRPORT ROAD AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 30 83 317
Southbound 42 273 11
Eastbound 28 249 102
Westbound 237 663 63
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 2 0 0 0 0
Southbound 1 0 2 0 0 0 0
Eastbound 1 0 2 0 0 0 0
Westbound 1 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 3400 0
Westbound 1500 3400 0.
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 2.0% 11.8% 0.0%
Southbound 2.8% 8;4% 0.0%
Eastbound 1.9% 10.3% 0.00/0
Westbound 15.8% 21.4% 0.0%
02/06/91
INTERSECTION CAPACITY UTILIZATION MODEL
NS: AVENIDA ENCINAS BUILDOUT PROJECTIONS
EW: PALOMAR AIRPORT ROAD. AM PEAK
INTERSECTION TURNING MOVEMENTS/ LANE GEOMETRY
11 273 42
<--' V
0 2 1
28----':l . . 0'---- 63
249 2 2<---- 663
102----, 0 .1,---- 237
V .. V.
1 2 0
I
30 83
I
317 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 2.0% 11.8% 0.0%
Southbound . 2.8% 8.4% 0.0%
Eastbound 1.9% 10.3% 0.0%
Westbound 15.8% . 21.4% 0.0%
EFFICIENCY LOST FACTOR - 0.1
CAPACITY UTILIZATION
50.7% Percent Utilization
LEVEL OF. SERVICE. ---- > A
INTERSECTION CAPACITY UTILIZATION MODEL
NS: AVENIDA ENCINAS BUILDOUT PROJECTIONS
EW: PALOMAR AIRPORT ROAD PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 83 235 310
Southbound 178 87 47
Eastbound 11 643 62
Westbound 361 716 31
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR A LA LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 2 0 0 0 0
Southbound 1 0 2 0 0 0 0
Eastbound 1 0 2 0 0 .0 0
Westbound 1 0 2 0 0 0 0
LANE-GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru . Right
Turn Turn
Northbound 5.5% 16.0% 0.0%
Southbound 11.9% 3.9% . . 0.0%
Eastbound 0.7% 20.7% . 0.0%
Westbound 24.1% 22.0% 0.0%
02/06/91
INTERSECTION CAPACITY UTILIZATION MODEL
NS: AVENIDA ENCINAS BUILDOUT PROJECTIONS
EW: PALOMAR AIRPORT ROAD PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
47 87 178
I I I
<--' V
0 2 1
11 ----' 1 0 ---- 31
643 2 2 <---- 716
62 ----, 0 1 ,---- 361
V
1 2 0
I I I
83 235 310 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 3400
Westbound 1500 3400 - 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 5.5% • 16.0% 0.0%
Southbound 11.9% 3.9% 0.0%
Eastbound 0.7% 20.7% 0.0%
Westbound 24.1% 22.0% 0.00/0
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
82.7% Percent Utilization
LEVEL OF SERVICE ----> D
INTERSECTION CAPACITY UTILIZATION MODEL
NS: PASEO DEL NORTE BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 536 258 311
Southbound 293 125 155
Eastbound. 97 1622 29
Westbound 42 1099 173
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 1 1 0 0 0
Southbound 2 0 1 1 0 0 0
Eastbound 2 0 2 1 0 0 0
Westbound 2 0 2 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 3400 0
Southbound 2700 3400 0
Eastbound 2700 5100 0
Westbound 2700 5100 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 19.9% 16.7% 0.0%
Southbound 10.9% 8.2% 0.0%
Eastbound 3.6% 32.4% 0.0%
Westbound 1.6% 24.9% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: PASEO DEL NORTE BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
155 125 293
I I I
<--• V •
0 2 2
97 ----' 2 o ---- 173
1622 .3 3 <---- 1099
29---- 0 2 ,- - - - .42
Ly V
2 2 0
I I I
536 258 311
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 . 1700 1500
Northbound 2700 3400 0
Southbound 2700 3400 0
Eastbound 2700 5100 0
Westbound 2700 5100 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 19.9% 16.7% 0.0%
Southbound 10.90/0 8.2% 0.0%
Eastbound 3.6% 32.4% 0.0%
Westbound 1.6% 24.9% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
72.0% Percent Utilization
LEVEL OF SERVICE -i---> C
INTERSECTION CAPACITY UTILIZATION MODEL
NS: PASEO DEL NORTE BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. PMPEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 229 237 65
Southbound 332 323 245
Eastbound 208 1147 169
Westbound 79 1898 306
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 1 1 0 0 0
Southbound 2 0 1 1 0 0 0
Eastbound 2 0 2 1 0 0 0
Westbound 2 0 2 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 3400 0
Southbound 2700 3400 0
Eastbound 2700 5100 0
Westbound 2700 5100 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 8.5% 8.9% 0.0%
Southbound 12.3% 16.7% 0.0%
Eastbound 7.7% 25.8% 0.0%
Westbound. 2.9% 43.2% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: PASEO DEL NORTE BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
245 323 332
<--' V
0 2 2
208 ----' 2 0 ---- 306
1147 3 3 <---- 1898
169----, 0 2 ,---- 79
V V
2 2 0-
229 237 65' I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 ' 1500
Northbound 2700 3400 0
Southbound 2700 3400 0
Eastbound 2700 5100 0
Westbound ' 2700 5100 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound " 8:5% 8.9% 0.0%
Southbound 12.3% 16.7% 0.0%
Eastbound 7.7% 25.8% , 0.0%
Westbound ' ' 2.9% 43.2% 0.0%
EFFICIENCY LOST FACTOR
,
' 0.1
CAPACITY UTILIZATION'
86.1% Percent Utilization
LEVEL OF SERVICE' '----> • D
INTERSECTION CAPACITY UTILIZATION MODEL
NS: HIDDEN VALLEY RD. BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 142 5 61
Southbound 3 1 28
Eastbound 162 1628 96
Westbound 61 1149 20
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 1 1 0 0 0
Southbound 1 0 1 1 0 0 0
Eastbound 1 0 2 1 0 0 0
Westbound 1 0 2 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of.Green) Turn Turn
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 5100 0
Westbound • 1500 5100 0
VOLUME/CAPACITY RATIO Left Thru • Right
Turn
••
• Turn
Northbound 9.5% 1.9% 0.0%
Southbound 0.2% 0.90/0 0.0%
Eastbound 10.8% • 33.8% 0.0%
Westbound 4.1% 22.9% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: HIDDEN VALLEY RD. BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. AM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
28 1 3
<--' V
2
162 --- 1.
1628 3
96 -- --, 0
V
1 2 0
I I I
142 5 61 .1
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 5100 0
Westbound 1500 5100 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 9.5% 1.9% 0.0%
Southbound 0.2% 0.9% 0.0%
Eastbound 10.8% 33.8% 0.0%
Westbound 4.1% 22.9% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
58.2% Percent Utilization
LEVEL OF SERVICE ----> A
INTERSECTION CAPACITY UTILIZATION MODEL
NS: HIDDEN VALLEY RD. BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 115 1 37
Southbound 43 10 164
Eastbound 50 1445 131
Westbound. 19 1472 8
INTERSECTION GEOMETRY.'
(Number of Lanes) L LT T TA R LA LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 1 1 0 0 0
Southbound 1 0. 1 1 0 0 0
Eastbound 1 0 2 1 0 0 0
Westbound 1 0 2 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn . Turn
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 5100. 0
Westbound 1500 5100 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 7.7%
Southbound 2.9%
Eastbound 3.3%
Westbound 1.3%
1.1% 0.0%
5.1% 0.0%
30.9% 0.0%
29.0% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: HIDDEN VALLEY RD. BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
164 10 43
V
0 2 1
50----',.l 0'---- 8
1445 3 3 <---- 1472
131 ----, 0 1 ,---- 19
V V
1 2 0
<--, ,-->
I I I
115 1 37
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 5100 0
Westbound 1500 5100 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 7.7% 1.1% 0.0%
Southbound 2.9% 5.1% 00%
Eastbound 3.3% 30.9% 0.0%
Westbound 1.3% 29.00/0 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
55.1% Percent Utilization
LEVEL OF ER'ICE. .- --> A
INTERSECTION CAPACITY UTILIZATION MODEL
NS: COLLEGE BLVD. BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 320 629 357
Southbound 97 209 279
Eastbound 521 1044 128
Westbound 28 • 630 59
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR A LA LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 1 1. 0 0 0
Southbound 2 0 1 1 0 0 0
Eastbound 2 0 2 1 0 0 0
Westbound 2 0 2 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
------
Northbound 2700 3400 0
Southbound 2700 3400 .0
Eastboun.d 2700 5100 0
Westbound 2700 5100 • 0
VOLUME/CAPACITY RATIO Left Thru Right
• Turn Turn
Northbound 11.9% 29.0% 0.0%
Southbound 3.6% 14.4% • 0.0%
Eastbound 19.3% 23.0% 0.0%
Westbound 1.0% 13.5% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: COLLEGE BLVD. BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
279 209 97
<--' V
0 2 2
521----' 2 0 ---- 59
1044 3 . 3<---- 630
128----, 0 2,---- 28
V. V
2 2 0
320 629 357 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500. . 1700 1500
Northbound 2700 3400 0
Southbound 2700 3400 0
Eastbound . 2700 5100 0
Westbound 2700 5100 .0
VOLUME/CAPACITY RATIO
. Left Thru Right
Turn Turn
Northbound- 11.9% 29.0%
-----
0.0%
Southbound . 3.6% 14.4% 0.0%
Eastbound • 19.3% 23.0% • 0.0%
Westbound 1.0% 13.5% 0.0%
EFFICIENCY LOST FACTOR . 0.1
CAPACITY UTILIZATION
75.4% Percent Utilization
LEVEL OF SERVICE • ----> C
I
1 TERSECTION CAPACITY UTILIZATION MODEL
NS: COLLEGE BLVD. BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. PM PEAK
TRAFFIC VOLUMES Left Thru Right
I (Vehicles per Hour) Turn Turn
Northbound 111 194 50
Southbound 77 828 300
I
.
Eastbound . 186 856 484
Westbound 409 1087 69
INTERSECTION GEOMETRY . . • I .
(Number of Lanes) L LT . T . TA R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
I Northbound 2 0 1 1 0 0 0
Southbound 2 0 1 1 0 0 0
Eastbound 2 0 2 . 1 0 0 . 0
I Westbound -2 0 2 . 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
- (VPH of Green) . . Turn . Turn
Northbound 2700 . 3400 0
I . Southbound 2700 3400 . 0
Eastbound 2700 5100 0
Westbound 2700
•
5100 . 0 •
I VOLUME/CAPACITY RATIO Left Thru • Right •
Turn • Turn
Northbound 4.1% 7.2% 0.0%
• . • Southbound 2.9% . 33.2% 0.0%
Eastbound 6.9% 26.3% . 0.0%
• Westbound . 15.1%- 22.7% 0.0%
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INTERSECTION CAPACITY UTILIZATION MODEL
NS: COLLEGE BLVD. BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
300 828 77 0
I I
<--• V
I
0 - 2 2
186----'..2. 0---- 69
856 3 3-<---- 1087
484 ----, 0 2 ,---- 409
V - V
2 '2 0.
I
111 194
.1
50 I
S . North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 3400 .0
Southbound 2700 3400 0
Eastbound 2700 5100 0
Westbound 2700 5100 0
VOLUME/CAPACITY RATIO
Left Thru •' Right
Turn 'Turn
0 Northbound • 4.1% . 7.2% 0.0%
Southbound 2.9% 33.2% 0.0%
Eastbound 6.9% 26.3% 0.0%
Westbound 15.1% 22.7% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
88.7% Percent Utilization
LEVEL OF SERVICE ----> 0 •
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INTERSECTION CAPACITY UTILIZATION MODEL
NS: CAMINO VIDA ROBLE BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. AM PEAK
TRAFFIC VOLUMES Left .Thru Right
(Vehicles per Hour) Turn Turn
Northbound 220 149 0
Southbound 57 20 48
Eastbound 256 696 196
Westbound 0 752 359
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TA R LA LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 1 1 0 0 0
Southbound 1 0 1 1 0 0 0
Eastbound 1 0 2 1 0 0 0
Westbound 1 0 2 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 5100 0
Westbound 1500 5100 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 14.7% 4.4% 0.0%
Southbound 3.8% 2.0% 0.0%
Eastbound 17.1% 17.5% 0.0%
Westbound 0.0% 21.8% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CAMINO VIDA ROBLE BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
48 20 57
I I I
<--, V
0 2 1
256----' 1 0 '---- 359
696 3 3<---- 752
196 ----, 0 1,---- 0
V . V
2 0
I I I
220 149 0
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 5100 0
Westbound 1500 5100 0
VOLUMEJCAPACITY RATIO
Left Thru Right
Turn Turn
Northbound - 14.7% 4.4% 0.0%
Southbound 3.8% 2.0% 0.0%
Eastbound 17.1% 17.5% 0.0%
Westbound 0;0% 21.8% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
65.5% Percent Utilization
LEVEL OF SERVICE ----> B
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CAMINO VIDA ROBLE BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 194 36 1
Southbound 273 111 248
Eastbound 81 879 248
Westbound 1 741 108
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 1 1 0 0 0
Southbound 1 0 1 1 0 0 0
Eastbound 1 0 2 1 0 0 0
Westbound 1 0 2 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 5100 0
Westbound 1500 5100 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 12.9% 1.1% 0.0%
Southbound 18.2% 10.6% 0.0%
Eastbound 5.4% 22.1% 0.0%
Westbound 0.1% 16.6% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CAMINO VIDA ROBLE BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
248 111 273
I
-, V
I
0 2 1
81----' 1 ' 0'---- 108
879 3 3 <---- 741
248----, 0 1,----
V V
1 2 0
<--, ,-->
I I
194 36 1 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn' Turn
Default Capacity 1500 1700 1500
Northbound 1500 3400 0
Southbound 1500 3400 0
EastboUnd 1500 5100 0
Westbound 1500 5100 0
VOLUME/CAPACITY RATIO
Left , Thru Right
Turn Turn
Northbound 12.9% 1.1% 0.0%
Southbound , 18.2% 10.6% 0.0%
Eastbound 5.4% 22.1% 0.0%
Westbound 0.1% 16.6% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
55.7% Percent Utilization
LEVEL OF SERVICE ----> A
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL FUERTE ST. BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. AM PEAK
TRAFFIC VOLUMES - Left Thru . Right
(Vehicles per Hour) Turn Turn
Northbound 211 380. . 242
Southbound 11 163 173
Eastbound 91 1032 16
Westbound 2 2142 81
INTERSECTION GEOMETRY .
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 . 1500 1500 1500
Northbound 1 • 0 1 1 0 0 0
Southbound 1 0 1 1 0 0 0
Eastbound • 1 0 2 1 0 0 0
Westbound • 1 0 2 1 0 - 0 0
LANE GROUP CAPACITY Left Thru •• Right
(VPH of Green) Turn • Turn
Northbound • 1500 3400 • 0
Southbound • 1500 3400 0
Eastbound 1500 5100 0
Westbound 1500 5100 • 0
VOLUME/CAPACITY RATIO • Left Thru Right
Turn Turn •
Northbound 14.1% 18.3% 0.0%
Southbound 0.7% 99% 0.0%
Eastbound 6.1% 20.5% 0.0%
Westbound 0.1% • 4360A 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL FUERTE ST. BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
173 163 11
I I
- <--' V
I
0 2 1
91 ----' 1 0 ---- 81
1032 3 3 <---- 2142
16 ----, 0 1 ,---- 2
V
1 2 0
<--,
211 380 242 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 5100 0
Westbound 1500 5100 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 14.1% 18.3% 0.0%
Southbound 0.7% 9.9% 0.0%
Eastbound 6.1% 20.5% 0.0%
Westbound 0.1% 43.6% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
83.6% • • Percent Utilization
LEVEL OF SERVICE ---> • 0 •
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL FUERTE ST. BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour).. Turn Turn
Northbound 49 206 26
Southbound 42 644 43
Eastbound 30 1836 39
Westbound 151 1339 6
.INTERSECTION. GEOMETRY . . .. .
(Number of Lanes) L LT T TR A LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 1 1 0 0 0
Southbound 1 0 1 1 0 0 0
Eastbound 1 0 2 1 0 0 0
Westbound 1 0 2 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Tun Turn
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 5100 0
Westbound 1500 5100 0
VOLUME/CAPACITY RATIO Left Thru Right'
Turn , Turn
Northbound 3.3% 6.8% 0.0%
Southbound 2.8% 20.2% 0.0%
Eastbound 2.0% ' 36.8% 0.0% .
Westbound 10.1% 26.4% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL FUERTE ST. BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
43 644 42
I I
0 2 1
30----' 1 0'---- 6
1836 3 V 3.<---- 1339
39----, 0 1,---- 151
V V V V
V 1 k2 0
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49
I
206 26 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 3400 0
Southbound 1500 3400 0 V
Eastbound 1500 5100 0 V
V Westbound 1500 5100 0
VOLUME/CAPACITY RATIO V
V V
Left Thru Right
Turn Turn
Northbound 3.3% 6.8% 0.0%
Southbound 2.8% 20.2% 0.0%
Eastbound 2.0% 36.8% 0.0%
Westbound 10.1% 26.4% V 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
80.3% Percent Utilization
LEVEL OF SERVICE V D
INTERSECTION CAPACITY UTILIZATION
NS: MELROSE AVE BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD AM PEAK -HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 257 1918 155
Southbound 26 1214 523
Eastbound 229, 805 125
Westbound 151 1553 291
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 2 0 3 0 0 0 0
Southbound 2 0 3 0 1 0 0
Eastbound 2 , 0 3 ' 0 0 0' 0
Westbound 2 0 3 0 ' 1 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 3240 6000 0
Southbound '3240 6000 1800
Eastbound 3240 6000 0
Westbound 3240 6000 1800
VOLUME/CAPACITY RATIO Left Thru Right
Turn ' ' Turn
Northbound 7.9% 34.6% 0.0%
Southbound 0.8% 20.2% 29.1%
Eastbound 7.1% 15.5% 0.00/0
Westbound 4.7% 25.9% 16.2%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: MELROSE AVE BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD AM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
523 1214 26
I I
V. '-->
1 3 2.
229. ----' - 2 •. : 1 '---- 291
805 3 . 3<---- 1553
125 ----, 0 2 ,---- 151
V V
2 3 0
257 1918 155,
North -
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 3240 6000 - 0
Southbound 3240 , 6000 1800
Eastbound 3240 6000 0
Westbound 3240 6000 ' 1800
VOLUME/CAPACITY RATIO .
Left Thru Right
Turn Turn
Northbound 7.9% 34.6% 0.0%
Southbound . 0.8°A, 20.2% 29.1%
Eastbound 7.1% 15.5% 0.0%
Westbound 4.7% 25.9% 16.2%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization . 78.3%
LEVEL OF.SERVICE'-'-.- ----> C
INTERSECTION CAPACITY UTILIZATION
NS: MELROSE AVE BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD PM PEAK -HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 175 1567 172
Southbound 173 1488 193
Eastbound 473 1192 189
Westbound 311 1009 238
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TA R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 3 0 0 0 0
Southbound 2 0 3 1 0 0 0
Eastbound 2 0 3 o 0 0 0
Westbound 2 0 3 0 1 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 5100 0
Southbound 2700 6800 0
Eastbound 2700 5100 0
Westbound 2700 5100 1500
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 6.5% 34.1% 0.0%
Southbound 6.4% 24.7% 0.0%
Eastbound 17.5% 27.1% 0.06/0
Westbound 11.5% 19.8% 15.9%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: MELROSE AVE BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD PM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
193 1488 173
<---' V
0 4 2
473-.---' 2 1'---- 238
1192 3 3 <---- 1009
189 ----, 0 . . 2 ,---- 311
V V
2 3 0
175 1567 172 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 5100 0
Southbound 2700 6800 0
Eastbound 2700 5100 0
Westbound 2700 5100 1500
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 6.5% 34.1% 0.0%
Southbound 6.4% 24.7% 0.0%
Eastbound 17.5% 27.1% 0.0%
Westbound 11.5% 19.8% 15.9%
EFFICIENCY LOST FACTOR . 0.1
CAPACITY UTILIZATION
89.1% Percent Utilization
LEVEL OF SERVICE ----> D
I INTERSECTION CAPACITY UTILIZATION MODEL
S: BUSINESS PARK WAY BUILDOUT PROJECTION
J EW: PALOMAR AIRPORT RD. AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
• Northbound 0 0 0
Southbound 181 0 459
Eastbound 206. 767 0
• I :
. Westbound 0 1713 104
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TA R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
I. Northbound 0 0 0 0 0 0 . 0
Southbound 2 0 0 0 2 0 0
Eastbound 2 0 2 .. 0 0 0 0
SI'
• Westbound • 0 0 2 1 0 0 0
LANE GROUP CAPACITY Left Thru • Right
- (VPH of Green) Turn Turn
Northbound 0 0 0
-,Southbound 2700 .0 2700 I Eastbound 2700 - 3400 0
Westbound 0 5100 . 0
1 VOLUMEJCAPACITY RATIO Left • Thru Right
Turn
-
• Turn
Northbound 0.0% • 0.0% 0.0%
- Southbound 6.7%
•
0.0% 17.0%
Eastbound7.6% 22.6%
Westbound 0.0% • 35.6% 0.0% •
t
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I ••
'S
I . S S . •
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INTERSECTION CAPACITY UTILIZATION MODEL
NS: BUSINESS PARK WAY BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. AM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
459 0 181
<--' V
2 0 2
206----' 2 0'---- 104
767 2 3 <---- 1713
0----, 0 0,---- 0
V V
0 0 0
<--,
0 0 0 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 0 0 0
Southbound 2700 0 -2700
Eastbound 2700 3400 0
Westbound 0 5100 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.0% 0.0% 0.0%
Southbound 6.7% 0.0% 17.0%
Eastbound 7.6% 22.6% 0.0%.
Westbound 0.0% 35.6% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
70.3% Percent Utilization
LEVEL OF SERVICE ---->. C
INTERSECTION CAPACITY UTILIZATION MODEL
S: BUSINESS PARK WAY BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 0 0 0
Southbound 128 0 421
Eastbound 223 1432 0
Westbound 0 1088 110
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 0 0 0 0 0 0 0
Southbound 2 0 0 0 2 0 0
Eastbound 2 0 2 0 0 0 0
Westbound 0 0 2 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 0 0 0
Southbound 2700 0 2700
Eastbound 2700 3400 0
Westbound 0 5100 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 0.0% 0.0% 0.0%
SOuthbound 4.7% 0.0% 15.6%
Eastbound 8.3% 42.1% 0.0%
Westbound 0.0% 23.5% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: BUSINESS PARKWAY BUILDOUT PROJECTION
EW: PALOMAR AIRPORT RD. PM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
421 0 128
<--' V
2.0 2
223 ----' .?. 0 ---- 110
1432 2 . . 3 <---- 1088
0 ___.:, 0 . 0 ,---- 0
V V
0 0 0
<--, ,-->
I I
0 0 0
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 0 0 0
Southbound 2700 0 2700
Eastbound 2700 3400 0
Westbound 0 5100 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.0% 0.0% 0.0%
Southbound 4.7% . 0.0% 15.6%
Eastbound 8.3% . 42.1% 0.0%
Westbound 0.0% 23.5% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
67.7% Percent Utilization
LEVEL OF SERVICE- ----> B
INTERSECTION CAPACITY UTILIZATION MODEL
NS: OLIVENHAIN RD. BUILDOUT PROJECTION
EW: RANCHO SANTA FE RD. PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 0 4 578
Southbound 17 6 0
Eastbound 0 588 0
Westbound 548 317 0
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 0 1 1 0 0
Southbound 1 0 1 0 0 0 0
Eastbound 1 0 3 0 0 0 0
Westbound 1 0 3 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 3200 0
Southbound 1500 1700 0
Eastbound 1500 5100 0
Westbound 1500 5100 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 0.0% 18.2% 0.0%
Southbound 1.1% 0.4% 0.0%
Eastbound 0.0% 11.5% 0.0%
Westbound 36.5% 6.2% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: OLIVENHAIN RD. BUILDOUT PROJECTION
EW: RANCHO SANTA FE RD. PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
0 6 17
I I
.0 V
0 1 1
0----' 1 0'---- 0
588 3 . 3<---- 317
0 ----, 0 1 ,---- 548
V V
I I.
0 4 578 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 3200 0
Southbound 1500 1700 0
Eastbound .1500 5100 0
Westbound 1500 5100 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.0% 18.2% 0.0%
Southbound 1.1% 0.4% 0.0%
Eastbound 0.0% 11.5% 0.0%
Westbound 36.5% 6.2% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
77.4% . Percent Utilization
LEVEL OF SERVICE ----> C
INTERSECTION CAPACITY UTILIZATION MODEL
NS: RANCHO SANTA FE RD. BUILDOUT PROJECTION
E: CALLE BARCELLONA AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 9 1219 0
Southbound 0 871 579
Eastbound 186 0 11
Westbound 0 0 0
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 0 0 3 0 0 0 0
Southbound 1 0 3 0 0 0 0
Eastbound 0 0 0 0 0 0
,
0
Westbound 1 0 0 1 0 0 ' 0
LANE GROUP CAPACITY Left
, , Thru Right
(VPH of Green) Turn Turn '
Northbound 0 5100 0
Southbound 1500 , 5100 0
Eastbound 0 , 0 0
Westbound 1500 1700 0 '
VOLUME/CAPACITY RATIO Left Thru , Right
Turn Turn ,
Northbound ' 0.0% 24.1% 0.0% '
Southbound 0.0% 28.40A 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound' 0.0% 0.0% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: RANCHO SANTA FE RD. BUILDOUT PROJECTION
EW: CALLE BARCELLONA AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
579 871 0
I
V
I
1 3 0
186 1 0 '---- 0
0 0 0<---- 0
11 ----, 1 0 ,---- 0
S V •• V
1 3 0
I I
9 1219
I
0 I
North
LANE GROUP CAPACITY •
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 0 5100 0
Southbound 1500 5100 0
Eastbound 0 0 0
Westbound • 1500 1700 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound .0.0%. 24.1% 0.0%
Southbound 0.0% • 28.4% 0.00/0
• Eastbound . 0.0% • 0.0% 0.0%
Westbound 0.0% 0.0% 0.0%
• EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION •
38.4% Percent Utilization
0 LEVEL OF SERVICE; --> • A 0
INTERSECTION CAPACITY UTILIZATION MODEL
NS: RANCHO SANTA FE RD. BUILDOUT PROJECTION
E: CALLE BARCELLONA PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 15 1169 0
Southbound 0 862 294
Eastbound 497 0 4
Westbound
•
0 0 0
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TA R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 0 0 3 0 0 0 0
Southbound 1 0 3 0 0 0 0
Eastbound 0 0 0 0 0 0 0
Westbound 1 0 0 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 0 5100 0
Southbound 1500 5100 0
Eastbound 0 0 0
Westbound 1500 1700 0
VOLUME/CAPACITY RATIO Left • Thru Right
Turn Turn
Northbound 0.00/0 23.2% 0.0%
Southbound 0.0% 22.7% 0.0%
Eastbound 0.0% 0.0% • 0.0%
WestboUnd 0.0% 0.0% 0.00/0
INTERSECTION CAPACITY UTILIZATION MODEL
NS: RANCHO SANTA FE RD. BUILDOUT PROJECTION
EW: CALLE BARCELLONA PM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
294 862 0
I I
<--' V
I
1' 3 0
497'----' 1 1 0'---- .0
0 0 .•• 0<---- 0
4----, 1 0,---- 0
V. V
1 3 0
<--, ,-->
15 1169 0 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 0 5100 0
Southbound 1500 5100 0
Eastbound 0 0 0
Westbound 1500 1700 0
VOLUME/CAPACITY RATIO
Left ., Thru , Right
Turn ' Turn
Northbound 0.0% 23.2% 0.0%
Southbound 0.0% 22.7% 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound 0.0% 0.0% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION .
33.2% Percent Utilization
LEVEL OF SERVICE - - - -> A
INTERSECTION CAPACITY UTILIZATION MODEL
NS: OLIVENHAIN RD. BUILDOUT PROJECTION
EW: RANCHO SANTA FE RD. AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 0 2 667
Southbound 31 9 0
Eastbound 0 530 0
Westbound 423 460 0
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 0 1 1 0 0
Southbound 1 0 1 0 0 0 0
Eastbound 1 0 3 0 '0 0 0
Westbound 1 0 3 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH,of Green) Turn Turn
Northbound 1500 .' 3200 0
Southbound 1500 1700 0
Eastbound 1500 5100 0
Westbound 1500 5100 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn ' Turn
Northbound 0.0% 20.9% 0.0%
Southbound 2.1% 0.5% 0.0%
Eastbound ' 0.0% 10.4%' 0.0%
Westbound 28.2% 9.0% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: OLIVENHAIN RD. BUILDOUT PROJECTION
EW: RANCHO SANTA FE RD. AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
'0 9 31
I I
0 v
I
o 2 1
0---- 1 0'---- 0
530 2 2<---- 460
0----, 0. .. 1 ,---- 423
V . V
1 2 0
0' 2 667 I'
North
LANE GROUP CAPACITY
Left / Thru Right
Turn Turn
Default Capacity ' 1500 1700 1500
Northbound 1500 3200 0
Southbound 1500 1700 0
Eastbound 1500 5100 0
Westbound 1500 5100 0
VOLUME/CAPACITY RATIO
Left , Thru Right
Turn Turn
Northbound 0.0% 20.9% 0.0%
Southbound 2.1% 0.5% 0.0%
Eastbound 0.0% , 10.4% 0.0%
Westbound 28.2% 9.0% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY, UTILIZATION
71.6% Percent Utilization
LEVEL OF SERVICE -'---> C
INTERSECTION CAPACITY UTILIZATION MODEL
NS: RANCHO SANTA FE RD. BUILDOUT PROJECTION
W: CAM INO DE LAS COCHES AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 0 1379 122
Southbound 7 1237 0
Eastbound 0 0 0
Westbound 143 0 2
INTERSECTION GEOMETRY . .
(Number of Lanes) L LT I TR A LA LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 0 0 3. 0 0 0 0
Southbound 1 0 3 0 0 0 0
Eastbound 0 0 . 0 0 0 0 0
Westbound 1 0 0 0 1 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 0 .5100 0
Southbound 1500 5100 0
Eastbound 0 0 0
Westbound 1500 0 1500
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 0.0% 29.4% 0.0%
Southbound 0.5% 24.3% 0.0%
Eastbound 0.0% 0.0% . 0.0%
Westbound 9.5% 0.0% 0.1%
INTERSECTION CAPACITY UTILIZATION MODEL ,.
NS: RANCHO SANTA' FE RD. BUILDOUT PROJECTION
EW: CAMINO DE LAS COCHES AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
0 1237 7
V •
3 1
0 0 1---- 2
0 0<---- 0
0----,. 0 1,---- 143
V , V
,0 3 0
<--,
0 1379 122 I
North
LANE GROUP CAPACITY
Left ' Thru Right
Turn ' Turn
Default Capacity 1500 1700 1500
Northbound 0 5100 , 0
Southbound 1500 5100 0
Eastbound 0 0 0
Westbound 1500 0 1500
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.0% 29.4% 0.0%
SoUthbound 0.5% 24.3% 0.00/0
Eastbound 0.0% 0.0% 0.0%
Westbound 9.5% 0.0% 0.1%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
49.4% Percent Utilization
LEVEL OF SERVICE ----> ' 'A
I INTERSECTION CAPACITY UTILIZATION MODEL
NS: RANCHO SANTA FE RD. BUILDOUT PROJECTION 1
W: CAMINO DE LAS COCHES PM PEAK
TRAFFIC VOLUMES Left Thru Right
I (Vehicles per Hour) Turn Turn
Norihbound 0 1484 170
Southbound 4 1107 0
I Eastbound 0 0 0
Westbound 119 0 7 • INTERSECTION GEOMETRY - I (Number of Lanes) L LT T TR A LA LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
I Northbound 0 0 3 0 0 0 0
Southbound 1 0 3 0 0 0 0
Eastbound 0 0 0 0 0 0 0 ' Westbound 1 0 0 0 1 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn I
Northbound 0 5100 0
Southbound 1500 5100 -0. I Eastbound 0 0 0
Westbound 1500 0 1500
I VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 00% 32.4% 0.0%
Southbound 0.3% 21.7% 0.0%
Eastbound 0.0% 0.0% • 0.0%
Westbound 7.9% 0.0% 0.5% •
INTERSECTION CAPACITY UTILIZATION MODEL
NS: RANCHO SANTA FE RD. BUILDOUT PROJECTION
EW: CAMINODE LAS COCHES PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
0 1107 4 0
V
0 3.1
0 ----' . 0 1 '---- 7
0 0 0<---- 0
0----, 0 1,---- 119
V V
0 3 0
0 1484 170 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity . 1500 1700 1500
Northbound 0 5100 0.
Southbound 1500 5100 0
Eastbound 0 0 0
Westbound 1500 . 0 1500
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.0% 32.4% 0.0%
Southbound 0.30A 21.7% 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound 7.9% . 0.0% 0.5%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
50.6% . Percent Utilization
LEVEL OF SERVICE ---->.. A
I INTERSECTION CAPACITY UTILIZATION MODEL
- NS: RANCHO SANTA FE RD. BUILDOUT PROJECTION
EW: LA COSTA AVE. AM PEAK
TRAFFIC VOLUMES Left ThrU Right
(Vehicles per Hour) Turn Turn
Northbound 27 1424 4
Southbound 0 1136 360
I Eastbound 158 225 51
Westbound 0 237 64
INTERSECTION GEOMETRY I (Number of Lanes) L LT T TR R LR LTR
Default Capacity 1.500 1500 1700 1700 1500 1500 1500
I Northbound 1 0 2 1 0 0 0
Southbound 1 0 2 1 0 0 0
Eastbound 1 0 1 1 0 0 0
I Westbound 1 0 1 1 0 0 0
LANE GROUP CAPACITY Left • Thru Right
(VPH of Green) Turn Turn
Northbound 1500 5100 0
Southbound 1500 • 5100 0
Eastbound 1500' 3400 0
Westbound 1500 3400 0
'I .VOLUME/CAPACITY RATIO Left Thru Right
Turn , • Turn
1' Northbound 1.8% 28.0% 0.0%
1 Southbound 0.0% 29.3% 0.0%
Eastbound 10.5% 8.1% 0.0%
Westbound 0.0% ' .8.9% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: RANCHO SANTA FE RD. BUILDOUT PROJECTION
EW: LA COSTA AVE. AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
360 1136 0
V
0 3 1
158----' 1 0'---- 64
225 2 : 2<---- 237
51-i---, 0 1,---- 0
V V
1 3 0
27 1424 4 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 5100 0
Southbound 1500 5100 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 1.8% 28.0% 0.0%
Southbound 0.0% 29.3% 0.0%
Eastbound 10.5% 8.1% 0.0%
Westbound 0.0% 8.9% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
60.5% Percent Utilization
LEVEL OF SERVICE ----> B
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INTERSECTION CAPACITY UTILIZATION MODEL
NS: RANCHO SANTA FE RD. BUILDOUT PROJECTION
EW: LA COSTA AVE. PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 79 1366 4
Southbound 0 1146 305
Eastbound 244 ' 268 21
Westbound 0 417 35
INTERSECTION GEOMETRY
(Number of Lanes) L LT I TR A LA LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 2 1 . 0 0 0
Southbound 1 0 2 1 0 0 0
Eastbound 1 0 1 1 0 0 0
Westbound 1 0 1 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 5100 0
Southbound 1500 5100 0
Eastbound 1.500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 5.3% 26.9% 0.0%
Southbound .0.0% . 28.5% . 0.0%
Eastbound 16.3% 8.5% 0.0% .
Westbound 0.0% 13.3% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: RANCHO SANTA FE RD. BUILDOUT PROJECTION
EW: LA COSTA AVE. PM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
305 1146 0
<--' V
0 3 1
0 ---- 35
2 <---- 417
1 ,---- 0
V V
1 3 0
I I
79 1366 4 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 5100 0
Southbound 1500 5100 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 5.3% 26.9% 0.0%
Southbound 0.0% 28.5% 0.0%
Eastbound 16.3% 8.5% 0.0%
Westbound 0.0% 13.3% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
73.3% Percent, Utilization
LEVEL OF SERVICE. ----> C
244 ----' 1.
268 2
21----, 0
INTERSECTION CAPACITY UTILIZATION MODEL
NS: RANCHO SANTA FE RD. BUILDOUT PROJECTION
W: QUESTHAVEN RD. AM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 0 1267 566
Southbound 422 1122 0
Eastbound 0 0 0
Westbound 600 0 1119
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 0 0 3 0 2 0 0
Southbound 2 0 3 0 0 0 0
Eastbound 0 0 0 0 0 0 0
Westbound 2 0 0 0 2 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 0 6000 3240
Southbound 3240 6000 0
Eastbound 0 0 0
Westbound 3240 0 3240
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 0.0% 21.1% 17.5%
Southbound 13.0% 18.7% 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound 18.5% 0.0% 34.5%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: RANCHO SANTA FE RD. BUILDOUT PROJECTION
EW: QUESTHAVEN RD. - AM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS/ LANE GEOMETRY
0 1122 422
<--' V
.0 3 2
0 ----' 0 2 '---- 1119
o -----•0 , 0<---- 0
0----, 0 2,---- 600
V V .
0 3. 2
<--,
0 1267 566
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 0 6000 3240
Southbound 3240 6000 0
Eastbound 0 0 0
Westbound 3240 0 3240
VOLUME/CAPACITY RATIO
Left . thru Right
Turn Turn
Northbound - 0.0% . 21.1% 17.5%
Southbound 13.0% 18.7% 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound 18.50/b 0.0% 34.5%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 78:7%
LEVEL OF SERVICE ----> C
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INTERSECTION CAPACITY UTILIZATION MODEL
NS: RANCHO SANTA FE RD. BUILDOUT PROJECTION
W: QUESTHAVEN RD. PM PEAK -HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 0 1185 629
Southbound 961 1242 0
Eastbound 0 0 0
Westbound 496 0 594
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 0 0 3 0 2 0 0
Southbound 2 0 3 0 0 0 0
Eastbound 0 0 0. 0 0 0 0
Westbound 2 0 0 0 2 0 0
LANE GROUP. CAPACITY Left Thru Right
(VPH of Green) Turn Turn
NorthbOund 0 6000 . 3240
Southbound 3240 6000 0
Eastbound 0 0 0
Westbound 3240 0 3240
VOLUME/CAPACITY RATIO Left . Thru Right
Turn Turn
Northbound 0.0% 19.8% 19.4%
Southbound 29.7% 20.7% 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound 15.3% 0.0% 18.3%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: RANCHO SANTA FE RD. BUILDOUT PROJECTION
EW: QUESTHAVEN RD. PM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
0 1242 961
I I I
<--• V
o 3 2
0---- 0 2---- 594
0----- 0 0<---- 0
0----, 0 2.,---- 496
V .. V
.0 3 2
<--, ,-->
0 1185 629 . I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 0 6000 3240
Southbound 3240 6000 0
Eastbound . 0 0 0
Westbound 3240 . 0 . 3240
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.0% 19.8% 19.4%
Southbound 29.7% 20.7% 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound 15.3% 0.0% 18.3%
EFFICIENCY LOST FACTOR 0.1.
CAPACITY UTILIZATION
Percent Utilization 77.7%
LEVEL OF SERVICE ----> C
INTERSECTION CAPACITY UTILIZATION
NS: MELROSE AVE BUILDOUT PROJECTION
EW: RANCHO SANTA FE AM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 0 0 0
Southbound 318 0 759
Eastbound 1647 636 0
Westbound 0 999 582
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 0 0 0 0 0 0 0
Southbound 2 0 0 0 2 0 '0
Eastbound 2 0 3 0 0 0 0
Westbound 0 0 3 0 1 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 0 0 0
Southbound 3240 0 3240
Eastbound 3240 '6000 0
Westbound 0 6000 1800
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn '
Northbound 0.0% 0.0% 0.0% V
Southbound 9.8% 0.0% 23.4%
Eastbound 50.8% 10.6% 0.0%
Westbound .. ',. 0.0% 16.7% 32.3%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: MELROSE AVE BUILDOUT.PROJECTION
EW RANCHO SANTA FE AM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
759 0 318
<--' V
2 0 2
1647----' 2 1.'---- 582
636 3 3<---- 999
0----, 0 0,---- 0
V V
0 0 0
<--,
I I
o 0 0 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 0 0 0
Southbound 3240 0 3240
Eastbound 3240 6000 0
Westbound 0 6000 1800
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.0% 0.0% 0.0%
Southbound 9.8% 0.0% 23.4%
Eastbound 50.8% 10.6% 0.0%
Westbound 0.0% 16.7% 32.3%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
100.9% Percent Utilization
LEVEL OF SERVICE ----> F
1:
I INTERSECTION CAPACITY UTILIZATION
NS: MELROSE AVE BUILDOUT PROJECTION
I EW: RANCHO SANTA FE PM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
I (Vehicles per Hour) Turn Turn
Northbound 0 0 0
Southbound 426 0 1489
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Eastbound 1050 888 0
Westbound 0 707 509
INTERSECTION GEOMETRY I (Number of Lanes) L LT T TA R LR LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
.I Northbound 0 0 0 0 0 0 0
Southbound 2 0 0 0 2 0 0
Eastbound 2 0 3 0 0 0 0
I Westbound 0 0 3 0 1 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 0 0 0
Southbound 3240 0 3240 I Eastbound 3240 : 6000 0
Westbound 0 6000 1800
I VOLUME/CAPACITY RATIO Left Thru - Right
Turn Turn
I Northbound 0.0% 0.0% 0.0%
1 Southbound 13.1% 0.0% 46.0%
Eastbound 32.4% 14.8% 0.0%
Westbound 0.0% 11.8% 28.3%
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INTERSECTION CAPACITY UTILIZATION MODEL
NS: MELROSE AVE BUILDOUT PROJECTION
EW: RANCHO SANTA FE PM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
1489 0 426
<--' V
2 0 2
1050 ----' 2 1 '---- 509
888 3 3<---- 707•'
0----, 0 0 ,---- 0
V V
0 0 0
<--, ,-->
0 0 0 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 0 0 0
Southbound 3240 0 3240
Eastbound 3240 6000 0
Westbound 0 6000 1800
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.0% 0.0% 0.0%
Southbound 13.1% 0.0% 46.0%
Eastbound 32.4% 14.8% 0.0%
Westbound 0.0% 11.8% 28.3%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
100.1% Percent Utilization
LEVEL OF SERVICE ---> F
tA
INTERSECTION CAPACITY UTILIZATION MODEL
NS: RANCHO SANTA FE BUILDOUT PROJECTIONS
EW: CALLE ACERVO AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 13 1203 39
Southbound 62 640 54
Eastbound 197 0 30
Westbound 96 0 262
INTERSECTION GEOMETRY
(Number of Lanes) L LT I TR R LR LTR
Default Capacity 1500 1500 1700 1709 1500 1500 1500
Northbound 1 0 2 0 0 0 0
Southbound 1 0 2 0 0 0 0
Eastbound 1 0 1 0 0 0 0
Westbound 1 0 1 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 1700 0
Westbound 1500 1700 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 0.9% 36.5% 0.0%
Southbound 4.1% 20.4% 0.0%
Eastbound .13.1% 1.8% 0.0%
Westbound 6.4% 15.4% 0.0%
10/05/90
INTERSECTION CAPACITY UTILIZATION MODEL
NS: RANCHO SANTA FE BUILDOUT PROJECTIONS
EW: CALLE ACERVO AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
54 640 62
I I
V
0 2 1
197----' .1 0---- 262
0 •1 • 1<---- 0
30----, 0 1 ,---- 96
V V
1 2 0
13 1203 39
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 1700 0
Westbound 1500 1700 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.9% 36.5% 0.0%
Southbound 4.1% 20.4% 0.0%
Eastbound 13.1% 1.8% 0.0%
Westbound 6.4% 15.4% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
79.2% Percent Utilization
LEVEL OF SERVICE ----> C
INTERSECTION CAPACITY UTILIZATION MODEL
NS: RANCHO SANTA FE BUILDOUT PROJECTIONS
EW: CALLE ACERVO PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 29 870 102
Southbound 230 1003 165
Eastbound 88 0 20
Westbound 43 0 120
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TA A LA LTR
Default Capacity 1500 1500 1700 1700 1500 1590 1500
Northbound 1 0 2 0 0 0 0
Southbound 1 0 2 0 0 0 0
Eastbound 1 0 1 . 0, 0 0 0
Westbound 1 0 1 0 0 0 " 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound • 1500 3400 0
Southbound 1500 3400 '. 0
Eastbound 1500 1700 0
Westbound ' • 1500 ' 1700 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn . Turn
Northbound 1.9% 28.6% 0.0% •
Southbound 15.3% 34.4% 0.0%
Eastbound 5.9% 1.2% • 0.0%
Westbound 2.9% 7.1% 0.0%'
10/05/90
INTERSECTION CAPACITY UTILIZATION MODEL
NS: RANCHO SANTA FE • BUILDOUT PROJECTIONS
EW: CALLE ACERVO PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
165 1003 230
I I
<--' V --> V
0 2 1
88 ----'.1 0'---- 120 V 0-----1 i<-- 0
20----, 0 1,---- 43
V . . V
1 2 0
29 870 102
North
LANE GROUP CAPACITY
Left Thru V Right
Turn Turn
Default Capacity 1500 1700 1500 , V
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 1700 0
V Westbound 1500 1700 0
VOLUME/CAPACITY RATIO
Left Thru V Right
Turn V Turn
V
Northbound 1.9% V 28.6% 0.0%
'Southbound V 15.3% 34.4% 0.0%
Eastbound 5.9% 1.2% 0.00/0
Westbound 2.9% V 7.1% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
66.8% Percent Utilization
V LEVEL OF SERVICE ----> B V
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD. BUILDOUT PROJECTIONS
EW: STATE STREET AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 0 2115 32
Southbound 217 2288 0
Eastbound 0 0 0
Westbound 8 0 20
INTERSECTION GEOMETRY . .
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 0 0 2 1 0 0 0
Southbound 1 0 2 0 0 0 0
Eastbound 0 0 0 0 0 0 0
Westbound 1 0 0 0 1 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound .0 5100 0
Southbound 1500 3400 0
Eastbound 0 0 0
Westbound 1500 0 1500
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 0.0% 42.1% 0.0%
Southbound. 14.5% 67.3% 0.0%
EastboUnd 0.0% 0.0% .0.0%
Westbound 0.5% 0.00/0 1.3%
10/05/90 . . . .
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD. BUILDOUT PROJECTIONS
EW: STATE STREET AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
0 2288 217
<--' V
o 2 1
0 0 1 '---- 20.
0 0 0 <---- 0
0----, 0 1,---- 8
V V
3 0
<--.
I I
0 2115 32 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 0 5100 0
Southbound 1500 3400 0
Eastbound 0 0 0
Westbound 1500 0 1500
VOLUME/CAPACITY RATIO
Left Thru Right
Turn • Turn
Northbound 0.0% • 42.1% 0.0%
Southbound 14.5% 67.3% 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound 0.5% 0.0% 1.3%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
78.6% Percent Utilization
LEVEL OF SERVICE ----> C
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INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD. BUILDOUT PROJECTIONS
EW: STATE STREET PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
'Northbound 0 2299, 27
Southbound 345 2194 0
Eastbound 0 0 0
Westbound 14 0 30
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity ' 1500 1500 1700 1700 1500 1500 1500
Northbound 0 0 2 , 1 0 0 0
Southbound 2 0 2 0 0 0 0
Eastbound 0 .0 0 0 .0 0 0
Westbound 1 0 0 0 1 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn
,
Turn
Northbound 0 5100 0
Southbound 2700 3400 0
Eastbound 0 0 0
Westbound 1500 0 1500
VOLUME/CAPACITY RATIO Left Thru Right
Turn - Turn
Northbound 0.0% 45.6% 0.0%
Southbound 12.8% 64.5% 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound 0.9% 0.0% 2.0%
10/05/90
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD. BUILDOUT PROJECTIONS
EW: STATE STREET PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
o 2194 345
I I
V
o 2 2
0---- 0 1'---- 30
0 0 0 <---- 0
0 ----, 0 1 ,---- 14
V V
0 3 0
<--,
o 2299 27 I
North
LANE GROUP CAPACITY
Left ThrU Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 0 5100 0
Southbound 2700 3400 0
Eastbound 0 0 0
Westbound 1500 0 1500
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.0% 45.6% 0.0%
Southbound - 12.8% 64.5% 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound .0.9% 0.0% 2.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
76.5% Percent Utilization
LEVEL OF SERVICE ----> C
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INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD. BUILDOUT PROJECTIONS
EW: GRAND AVENUE AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 15 2049 29
Southbound 2 2197 15
Eastbound 25 62 24
Westbound 22 47 24
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 2 0 0 0 0
Southbound 1 0 2 0 0 0 0
Eastbound 1 0 1 0 0 0 0
Westbound 1 0 1 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 1700 0
Westbound 1.500 1700 0
VOLUME/CAPACITY RATIO Left Thru . Right
Turn Turn
Northbound 1.0% 61.1% 0.0%
Southbound 0.1% 65.1% 0.0%
Eastbound 1.7% 5.1% 0.0%
Westbound. 1.5% 4.2% 0.0%
10/05/90
INTERSECTION CAPACITY UTILIZATION MODEL
NS; CARLSBAD BLVD. / BUILDOUT PROJECTIONS
EW: GRAND AVENUE AM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
15 2197 2
<--' V
0 2 1
25----' 1 0---- 24
62 1 1<---- 47
24----, 0 1,---- 22
V V .
1 2 0
<--, ,-->
15. 2049 29 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn • Turn
Default Capacity 1500 1700 1500
Northbound 1500 3400 0
Southbound. 1500 3400 • 0
Eastbound 1500 1700 0
Westbound 1500 1700 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 1.0% 61.1% 0.0%
Southbound • 0.1% 65.1% 0.0%
Eastbound 1.7% 5.1% 0.0%
Westbound 1.5% 4.2% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
82.6% Percent Utilization
LEVEL OF SERVICE ----> • D
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INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD. BUILDOUT PROJECTIONS
EW:' GRAND AVENUE PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 30 2140 37
Southbound 2 2110 25
Eastbound 29 65 26
Westbound 42 81 75
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 2 .0 0 0 0
Southbound 1 0 2 0 0 0 0
Eastbound 1 0 1 0 0 0 0
Westbound 1 0 1 0 0 0 0
LANE GROUP CAPACITY Left . Thru Right
(VPH of Green) Turn Turn
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound . 1500 1700 0
Westbound 1500 1700 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 2.0% . 64.0% 0.0%
Southbound 0.1% 62.8% 0.0%
Eastbound 1.9% 5.4% 0.0%
Westbound 2.8% 9.2% 0.0%
10/05/90
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD. BUILDOUT PROJECTIONS
EW: GRAND AVENUE PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
25 2110 2
V
0 2 1
29----'1 0 '---- 75
65 1 1<---- 81
26----, 0 1 ,---- 42
V V
1 2 0
<--,
30 2140 37 I
North,
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 1700 0
Westbound 1500 1700 0
VOLUMEJCAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 2.0% 64.0% 0.0%
Southbound 0.1% 62.8% 0.0%
Eastbound 1.9% 5.4% 0.0%
Westbound 2.8% 9.2% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
85.9% Percent Utilization
LEVEL OFSERVICE ---> D
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD. BUILDOUT PROJECTIONS
EW: CARLSBAD VILLAGE DR. AM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn '. Turn
NorthboUnd 0 2063 208
Southbound 62 2171 0
Eastbound 0 0 0
Westbound 230 0 42
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 1 0 2 0 0 0 0
Southbound 1 0 2 0 .0 0 0
Eastbound 1 0 1 0 0 0 0
Westbound 1 1 1 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1800 4000 0
Southbound 1800 4000 0
Eastbound 1800 2000 0
Westbound 0 5600 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn . Turn
Northbound 0.0% 56.8% 0.0%
Southbound 3.4% 54.3% 010%
Eastbound 0.0% . 0.0% 0.0%
Westbound 0.0% 4.9% 0.0%
02101/91
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INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD. BUILDOUT PROJECTIONS
EW: CARLSBAD VILLAGE DR. AM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
0 2171 62
I I I
<--' V
2 1
0----' 1 0'---- 42
1 2<---- 0
0----, 0 1,---- 230
V V
1 2 0
I I
0 2063 208 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity ' 1800 2000 1800
Northbound 1800 4000 0
Southbound 1800 4000 0
Eastbound 1800 2000 0
Westbound 0 5600 0
VOLUMEJCAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.0% 56.8% 0.0%
Southbound 3.4% 54.3% 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound 0.0% 4.9% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
'Percent Utilization 75.1%
LEVEL OF SERVICE ----> C.
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD. BUILDOUT PROJECTIONS
EW: CARLSBAD VILLAGE DR. PM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 0 2113 185
Southbound '32 2153 0
Eastbound 0 0. ' 0
Westbound , 414 0 86
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1800 1800 2000 2090 1800 1,800 1800
Northbound 1 0 2 0 0 0 0
Southbound 1 0 . 2 0 0 0 0
Eastbound 1 0 1 .0 0 0 . 0
Westbound , 1 1 1 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1,800 4000 0
Southbound 1800 4000 0
Eastbound 1800 2000 . 0
Wistbound 0 5600 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 0.0% 57.5% . , 0.0%
Southbound 1.8% 53.8% ' 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound 0.00/0 8.9% 0.0%
02/01/91
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD. BUILDOUT PROJECTIONS
EW: CARLSBAD VILLAGE DR. PM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
0 2153
I I•
32
-, V
I
o 2 .1
0----' 1 0 0'---- 86
0 1 2<---- 0
0----, 0. 1,---- 414
V V
1 2 0
0 .
0 I I
0 2113 185 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 1800 4000 0
Southbound 1800 4000 0
Eastbound 1800 2000 0
Westbound .0 5600 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
• Northbound 0.0% 57.5% 0.0%
Southbound 1.8% 53.89/b 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound . 0.0% 8.9% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 78.2%
LEVEL OF SERVICE ----> C
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I INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD. BUILDOUT PROJECTIONS
I EW: TAMARACK AVENUE AM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
I (Vehicles per Hour) Turn Turn
Northbound .0 2025 134
Southbound 29 2350 0
I Eastbound 0 2 0
Westbound 730 5 52
INTERSECTION GEOMETRY I (Number of Lanes) L LT T TR R LR LTR
Default Capacity 1800 1800 2000 2000 1800. 1800 1800
I
Northbound 1 0 2 .0 0 0 0
• Southbound • 1 0 2 0 0 0 0
Eastbound. 0 1 0 0 1 0 0
I Westbound 2 0 0 1 0 0
LANE GROUP CAPACITY Left Thru . Right
(VPH of Green) Turn . Turn
Northbound 1800 4000 0 •
•
Southbound 1800 . .4000 . 0 I Eastbound 0 1,800 1800
Westbound 3240 2000 0
•
I VOLUME/CAPACITY RATIO Left Thru •
Right
Turn Turn .
• Northbound 0.0% 54.0% 0.0%
I Southbound .1.6% 58.8% 0.00*
Eastbound 0.0% . 0.1% 0.0%
Westbound 22.5% 2.9% 0.0%
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INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD. BUILDOUT PROJECTIONS
EW: TAMARACK AVENUE AM PEAK-HEAVY DEMAND.
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
0 2350 29
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<--'
I
V
I
o 2 1
0 .---' 0 0 '---- 52
2 1 1 <---- 5
0----,. 1 2,---- 730
V ' V
1 2 0
0
I
2025
I
134 I.
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 . 2000 1800
Northbound 1800 4000 . 0
Southbound 1800 4000 0
Eastbound 0 1800 1800
Westbound 3240 2000 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.0% 54.0% 0.0%
Southbound 1.6% 58.8% 0.0%
Eastbound 0.0% 0.1% 0.0%
Westbound 22.5% 2.9% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 91.4%
LEVEL OF SERVICE ----> E
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INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD. BUILDOUT PROJECTIONS
EW: TAMARACK AVENUE PM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 0 2187 230
Southbound 59 2156 0
Eastbound 1 4 0
Westbound 318 4 . 94
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default, Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 1 0 2 0 o 0 0
Southbound 1 0 2 0 0 0 0
Eastbound 0 1 0 .0 1 0 0
Westbound 2 0 0 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1800 4000 0
Southbound 1800 4000 0
Eastbound 0 1800 1800
Westbound 3240. 2000 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 0.0% 60.4% 0.0%
Southbound 3.3% 53.9% 0.0%
Eastbound 0.0% 0.3% 0.0%
Westbound 9.8% . 4.9% . 0.0%
02101/91
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD. BUILDOUT PROJECTIONS
EW: TAMARACK AVENUE PM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
O 2156 59
<--' V '-->
2 1
1---- 0 0'---- 94
4----- 1 1<---- 4
o ----, •i 2,---- 318
V
1 2 0
<--,
I
2187
I
230 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 1800 4000 0
Southbound 1800 4000 0
Eastbound 0 1800 1800
Westbound 3240 2000 0
VOLUMEJCAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.0% 60.4% 0.0%
Southbound • 3.3% 53.9% 0.0%
Eastbound 0.00A 0.3% 0.0%
Westbound
•
9.8% 4.9% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent.Utilizatiôn 83.8%
LEVEL OF SERVICE ----> D.
.1 V
I INTERSECTION CAPACITY UTILIZATION MODEL
V
NS: CARLSBAD BLVD BUILDOUT PROJECTIONS
I EW: CANNON ROAD AM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right V
I
(Vehicles per Hour) Turn Turn - V
Northbound 0 2118 304 V
Southbound .622 2464 0
: Eastbound 15 2 I Westbound 199 5 31 V
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INTERSECTION GEOMETRY
(Number of Lanes)
V
L V: LT T TA A LR
V
LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
I . Northbound . 1 0 2 0 . 1 0 0
Southbound 1 0 2 0 0 0 0
Eastbound 1 0 1 0 0 0 V 0 V
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Westbound 1 0 1 0 1 0 0
LANE GROUP CAPACITY Left Thru Right V
(VPH of Green) Turn . Turn
V
Northbound 1800 4000 1800
. Southbound 1800 4000 0
I
V
V Eastbound 1800 2000 0 V
V Westbound 1800 2000 . 1800
V
I VOLUME/CAPACITY RATIO Left Thru Right
• V Turn Turn V
V
V
S Northbound 0.0%
V
53.0% 16.9%
I Southbound 34.6% 61.6% 0.0% V V
Eastbound 0.1% 0.9% 0.0%
V Westbound 11.1%. 0.3% 1.7%
1
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I V
V V
VV
VV
I
IS V V
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INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD BUILDOUT PROJECTIONS
EW: CANNON ROAD AM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
0 2464 622
I
<--' V
I
o 2 1
2----' 1 1'---- 31
15 1<____ 5
2----, 0 1,---- 199
V
1 2 1
I I
0 2118 304 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 1800 4000 1800
Southbound 1800 4000 0
Eastbound 1800 2000 0
Westbound 1800 2000 1800
VOLUME/CAPACITY RATIO
Left Thru Right
Turn TUrn
Northbound 0.0% 53.0% 16.9%
Southbound 34.6% 61.6% 0.0%
Eastbound 0.1% 0.9% 0.0%
Westbound 11.1% 0.3% 1.7%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
109.4% Percent Utilization .
LEVEL OF SERVICE ----> F
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD BUILDOUT PROJECTIONS
EW: CANNON ROAD PM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 2 2286 428
Southbound 209 2252 2
Eastbound 1 1 7
Westbound 130 14 131
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR A LA LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 1 0 2 0 1 0 ' 0
Southbound 1 0 2 0 0 0 0
Eastbound 1 0 1 0 0, 0 0
Westbound 1 0 '1 0 1 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound' 1800 4000 1800
Southbound 1800 4000 0
Eastbound 1800 2000 0
Westbound 1800 2000 1800
VOLUME/CAPACITY RATIO Left Thru ' Right
Turn Turn '
Northbound 0.1% 57.2% 23.8%
Southbound 11.6% 56.4% , 0.0%
Eastbound 0.1% 0.4% 0.0%
Westbound 7.2% 0.7% 7.3%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD BUILDOUT PROJECTIONS
EW: CANNON ROAD PM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
2 2252 209
I I
<.,-• V
I
0 •2 1
1 ----' 1 1 ---- 131
1 1<----
7 ----- 0. 1,---- 130
V v•
1 2 1
2 2286 428 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn : Turn
- Default Capacity 1800 2000 1800
Northbound 1800 4000 1800
Southbound 1800 4000 0
Eastbound 1800 - 2000 0
Westbound 1800 2000 1800
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.1% 57.2% 23.8%
Southbound 11.64 56.4% 0.0%
Eastbound 0.1% 0.4% 0.0%
Westbound 7.2% 0.7% 7.3%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 86.4%
LEVEL OF SERVICE D
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD. BUILDOUT PROJECTIONS
EW: PALOMAR AIRPORT RD. AM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 0 2071 146
Southbound 233 2413 0,
Eastbound 0 0 0
Westbound 259 0 446
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 0 0 2 0 1 0 0
Southbound 2 0 2 0 0 0 0
Eastbound 0 0 0 0 0 0 0
Westbound 1 0 0 0 1 1 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 0 4000 1800
Southbound 3240 4000 0
Eastbound 0 0 0
Westbound 1800 0 1800
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 0.0% 51.8% 8.1%
Southbound 7.2% 60.3% 0.0%
Eastbound 0.0% .0.0% 0.0%
Westbound 14.4% 0.0% 24.8%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD. BUILDOUT PROJECTIONS
EW: PALOMAR AIRPORT RD. AM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
0 2413 233
I I I
<--' V
0 2 2
0---- 0 1.5 '---- 446
o 0 0<---- 0
0----, 0 1.5 ,---- 259
V V
O 2 1
<--,
I I
0 2071 146 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 0 4000 1800
Southbound 3240 4000 0
Eastbound 0 0 0
Westbound 1800 0 1800
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.0% 51.8% 8.1%
Southbound 7.2% 60.3% 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound 14.4% 0.0% 24.8%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 95.1%
LEVEL OF SERVICE ----> E
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INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD. BUILDOUT PROJECTIONS
EW: PALOMAR AIRPORT RD. PM PEAK -HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 0 2286 179
Southbound 537 1983 0
Eastbound 0 0 0
Westbound 364 0 481
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TA R LR LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 0 0 2 0 1 0 0
Southbound 2 0 2 0 0 0 0
Eastbound 0 0 0 0 0 0 0
Westbound 1 0 0 0 1 1 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 0 4000 1800
Southbound 3240 4000 0
Eastbound 0 0 0
Westbound 1800 0 1800
VOLUME/CAPACITY. RATIO Left Thru Right
Turn Turn
Northbound 0.0% 57.2% 9.9%
Southbound 16.6% 49.6% 0.06/0
Eastbound 0.0% 0.0% 0.0%
Westbound 20.2% 0.0% 26.7%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD. BUILDOUT PROJECTIONS
EW: PALOMAR AIRPORT RD. PM PEAK-HEAVY DEMAND
INTERSECTION TURNINGMOVEMENTS I LANE GEOMETRY
1983 537
.<--• V
2 2
0---- 0 1.5'---- 481
0 0 0<---- 0
0----, 0 1.5 ,---- 364
V V
0 2 1
- ,-->
I
0 2286
I
179 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 0 4000 1800
Southbound 3240 4000 0
Eastbound 0 0 0
Westbound 1800 0 1800
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.0% 57.2% 9.9%
Southbound 16.6% 49.6% 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound 20.2% 0.0% 26.7%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
110.4% Percent Utilization
LEVEL OF SERVICE ----> F
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD BUILDOUT PROJECTIONS
EW: POINSETTIA LANE AM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour). Turn Turn
Northbound 0 2075 672
Southbound 243 2574 0
Eastbound 0 0 0
-
Westbound 213 0 137
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TA . R LR LTF
Default Capacity 1800 1800 2000 2000 1800 1800 180C
Northbound 0 0 2 0 1 0 C
Southbound 2 0 2 0 0 0 C
Eastbound 0 0 0 .0 0 0 C
Westbound 2 0 0 0 1 0. C
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 0 4000 . 1800
Southbound 3240 4000 0
Eastbound 0 0 0
Westbound 3240 0 1800
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 0.0% 51.9% 37.3%
Southbound 7.5% 6.4.4% 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound 6.6% 0.00/0 7.6%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD BUILDOUT PROJECTIONS
EW: POINSETTIA LANE AM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS! LANE GEOMETRY
0 2574 243
I I
<--' V
2 2.
0----' 0 1 '---- 137
0 0<---- 0
0-----, 0 2 ,---- 213
V V
0 2
,-->
.1 I
0 .2075 672 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 0 4000 1800
Southbound . 3240 4000 0
Eastbound 0 0 0
Westbound 3240 . 0 1800
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.0% 51.9% 37.3%
Southbound 7.5% 64.4% 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound 6.6% 0.0% 7.6%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization .82.0%
LEVEL OF SERVICE ----> .D
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD BUILDOUT PROJECTIONS
EW: POINSETTIA LANE PM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) - Turn Turn
- Northbound 0 2411 341
Southbound 224 2205 0
Eastbound 0 0 0
Westbound 557
-
0 204
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LA LTR -
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 0 0 2 0 1 0 0
Southbound 2 0 2 0 0 0 0
Eastbound 0 0 0 0 0 0 0
Westbound 2 0 0 0 1 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 0 4000 1800
Southbound 3240 4000 0
Eastbound 0 0 0
Westbound 3240 0 1800
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 00% 60.3% 18.9%
Southbound 6.9% 55.1% 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound 17.2% 0.0% 11.3%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CARLSBAD BLVD BUILDOUT PROJECTIONS
EW: POINSETTIA LANE PM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
0 2205 224
I I I
<--• V
.0 2 2
0----' 0 1'---- 204
0 0 0<---- 0
0----, 0 2,---- 557
V V
0 2 1
<c--,
I I I
0 2411 341 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn • Turn
Default Capacity 1800 2000 1800
Northbound 0 4000 1800
Southbound 3240 4000 0
Eastbound 0 0 0
Westbound . 3240 0 .1800
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.0% 60.3% 18.90/0
Southbound 6.9% 55.1% 0.0%
Eastbound 0.0% 0.0% 0.0%
Westbound 17.2% 0.0% 11.3%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION .
94.4% Percent Utilization
LEVEL OF SERVICE .----> E
INTERSECTION CAPACITY. UTILIZATION MODEL
NS: AVENIDA ENCINAS BUILDOUT PROJECTION
EW: POINSETTIA LN AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 26 415 307
Southbound 245 178 28
Eastbound 34 845 36
Westbound 502 295 511
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 2 0 0 0 0
Southbound 2 0 2 0 0 0 0
Eastbound 2 0 2 0 0 0 0
Westbound 2 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 3400 0
Southbound 2700 3400 0
Eastbound 2700 3400 0
Westbound 2700 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Torn :
Northbound 1.0% 21.2% 0.0%
Southbound 9.1% 6.1% 0.0%
Eastbound 1.3% 25.9% 0.0%
Westbound 18.6% 23.7% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: AVENIDA ENCINAS BUILDOUT PROJECTION
EW: POINSETTIA LN AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
28 178 245
I I
V -->
0 2 2
34----' 2 0'---- 511
845 2 2<---- 295
36----, 0 2,---- 502
V V
2 2 0
<--,
I I I
26 415 307
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 3400 0
Southbound 2700 3400 0
Eastbound 2700 3400 0
Westbound 2700 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound - 1.0% 21.2% 0.0%
Southbound 9.1% 6.1% • 0.0%
Eastbound 1.3% 25.9% 0.0%
Westbound 18.6% 23.7% 0.0%
EFFICIENCY LOST FACTOR • 0.1
CAPACITY UTILIZATION
Percent Utilization 84.8%
LEVEL OF SERVICE ----> • D
INTERSECTION CAPACITY UTILIZATION MODEL
NS: AVENIDA ENCINAS BUILDOUT PROJECTION
EW: POINSETTIA LN PM PEAK
TRAFFIC VOLUMES Left 'Thru Right
(Vehicles per Hour) Turn Turn
Northbound 58 335 592
Southbound 492 442 87
Eastbound 51 464 50
Westbound 361 615 263
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 2 0 0 0 0
Southbound 2 0 2 0 0 0 0
Eastbound 2 0 2 0 0 0 0
Westbound 2 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 3400 0
Southbound 2700 .3400 0
Eastbound 2700 3400 0
Westbound 2700 3400 0
VOLUME/CAPACITY RATIO Left Thru. Right
Turn Turn
Northbound 2.1% 27.3% 0.0%
Southbound 18.2% .15.6% 0.0%
Eastbound 1.9% 15.1% 0.0%
Westbound 13.4% 25.8% . 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: AVENIDA ENCINAS BUILDOUT PROJECTION
EW: POINSETTIA LN PM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
87 442 492
I I I
<--• V
0 2 2
51 ----' 2 0 263
464 2 2<---- 615
50 ----, 0 2 ,---- 361
V V
2 2 0
I -
58 335 592
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 - 3400 0
Southbound 2700 3400 0
Eastbound 2700 3400 0
Westbound 2700 3400 0
VOLUMEJCAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 2.1% 27.3% 0.0%
SouthbOund 18.2% 15.6% 0.0%
Eastbound 1.9% 15.1% 0.0%
Westbound 13.4% 25.8% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 84.0%
LEVEL OF SERVICE > D
INTERSECTION CAPACITY UTILIZATION MODEL
NS: PASEO DEL NORTE BUILDOUT PROJECTION
EW: POINSETTIA LN AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
------
Northbound 63 29 29
Southbound 39 • 9 93
Eastbound 368 1181 43
Westbound 23 1642 357
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LA LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 0 1 0 0 0
Southbound 1 0 1 0 1 0 0
Eastbound 2 0 2 0 0 0 0
Westbound 1 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 1700 0
Southbound 1500 1700 1500
Eastbound 2700 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 4.2% 3.4% 0.0%
Southbound 2.6% 0.5% 6.2%
Eastbound 13.6% 36.0% 0.0%
Westbound 1.5% 58.8%' 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: PASEO DEL NORTE BUILDOUT PROJECTION
EW: POINSETTIA LN AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
93 9 39
I I
V
1 1 1
368----' 2 0'---- 357
1181 2 2 <---- 1642
43----, 0. 1,---- 23
V - S Y
1 1 0
63 29. 29 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 1700 0
Southbound 1500 1700 1500
Eastbound 2700 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 4.2% 3.4% 0.0%
Southbound 2.6% 0.5% 6.2%
Eastbound 13.6% 36.0% 0.0%
Westbound 1.5% 58.8% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
88.6% Percent Utilization
LEVEL OF SERVICE ----> 0
INTERSECTION CAPACITY UTILIZATION MODEL
NS: PASEO DEL NORTE BUILDOUT PROJECTION
EW: POINSETTIA LN PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn•
Northbound 65 22 36
Southbound 165 30 124
Eastbound 239 1616 69
Westbound 42 1678 165
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 0 1 0 0 0
Southbound 1 0 1 0 1 0 0
Eastbound 2 0 2 0 0 0 0
Westbound 1 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 1700 0
Southbound 1500. 1700 1500
Eastbound 2700 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 4.3% 3.4% . 0.0%
Southbound 11.0% 1.8% 8.3% . .
Eastbound 8.9% 49.6% 0.0%
Westbound 2.8% 54.2% 0.0%
'I
INTERSECTION CAPACITY UTILIZATION MODEL
NS: PASEO DEL NORTE BUILDOUT PROJECTION
EW: POINSETTIA LN PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
124 30 165
<--' V
1 1 1
239----', 2:'., 0'---- 165
1616 2 2 <---- 1678
69----, 0 1,---- 42
V V
1 1 0
I
65
I
22
I
36 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 1700 0
Southbound 1500 1700 1500
Eastbound 2700 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound - . - 4.3% 3.4% 0.0%
Southbound 11.0% 1.8% 8.3%
Eastbound 8.9% 49.6% 0.0%
Westbound 2.8% 54.2% ' 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
87.5% Percent Utilization
LEVEL OF SERVICE l ----> D
INTERSECTION CAPACITY UTILIZATION MODEL
NS: BATIQUITOS DR. 'BUILDOUT PROJECTION
EW: POINSE17IA LN AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 428 2 41
Southbound 39 2 124
Eastbound, 42 1055 153
Westbound 12 1471 10
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TA A LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 ' 2 0 0 0 0
Southbound 1 0 2 0 0 0 0
Eastbound 1 0 2 0 0 0 0
Westbound 1 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 3400 0
Southbound 1500 3400 ' 0
Eastbound 1500 3400 0
Westbound 1500 3400 ,0
,
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn 0
Northbound 15.9% 1.3% 0.0%
Southbound 2.6% 3.7% 0.0% '-
Eastbound 2.8% , ' 35.5% 0.0%
Westbound ' 0.8% 43.6% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: BATIQUITOS DR. BUILDOUT PROJECTION
EW: POINSETTIA LN AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
124 2 39
I• I
<--• V
.0 2 1
42 1
1055 2
153 ----, 0
VA
2 2 '0
428 2 41 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 3400 0
Southbound 1500 3400 0
Eastbound 1500 3400 0
Westbound 1500 3400 . .0
VOLUME/CAPACITY RATIO -
Left Thru - Right
Turn Turn
Northbound 15.9% 1.3% 0.0%
Southbound 2.6% 3.7% 0.0%
Eastbound - 2.8% 35.5% 0.0%
Westbound 0.8% 43.6% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
75.9% Percent Utilization
LEVEL OF SERVICE ----> C
I
'I
I
I
1/
I
I
I
I
I
1
I
I
INTERSECTION CAPACITY UTILIZATION MODEL
NS: BATIQUITOS DR. BUILDOUT PROJECTION
EW: POINSETTIA LN PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 217 2 14
Southbound 16 3 57
Eastbound 110 1311 395
Westbound 46 1611 33
INTERSECTION GEOMETRY
(Number of Lanes) L LT I TA A LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 2 0 0 0 0
Southbound 1 0 2 0 0 0 0
Eastbound 1 0 2 0 0 0 0
Westbound 1 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 3400 0
Southbound 1500 3400 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru • Right
Turn Turn
Northbound 8.0% • 0.5% 0.0% •
Southbound 1.1% 1.8% 0.0%
Eastbound 7.3% 50.2% 0.0%
Westbound 3.1% :484% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: BATIQUITOS DR. BUILDOUT PROJECTION
EW: POINSETTIA LN PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
57 3 16
<--' V
0 2 1
110 ---- .1 0 '---- 33
1311 2 2 <---- 1611
395----, 0 1,---- 46
V V
2 2 0
,-->
217 2 14 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 3400 0
Southbound 1500 3400 0
Eastbound 1500 3400 . 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 8.0% 0.5% 0.0%
Southbound 1.1% 1.8% 0.0%
Eastbound 7.3% 50.2% 0.0%
Westbound 3.1% 48.4% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
75.5% Percent Utilization
LEVELOFSERVICE ---> C
NTERSECTION CAPACITY UTILIZATION MODEL
NS: ALGA RD. BUILDOUT PROJECTION
EW: POINSETTIA LN AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) , Turn ' Turn
Northbound 337 637 ' 55
Southbound 127 280 153
Eastbound 415 612 129
Westbound 10 903 176
NTERSECTION GEOMETRY
(Number of Lanes) L L. T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 2 ' 0 0 0 0
Southbound 2 0 2 0 1 0 0
Eastbound 2 0 2 ' 0 ' 0 0 0
Westbound 2 0 2 0 0 0 0
.ANE GROUP CAPACITY Left Thru Right
(VPH.of Green) Turn Turn
Northbound 2700 3400 , 0'
Southbound 2700 3400 1500
Eastbound 2700 ' 3400 , 0
Westbound 2700 3400 0
OLUME1CAPACITY RATIO Left Thru ' Right "I
Turn Turn
Northbound 12.5% 20.4% 0.0% '
Southbound '4.7% 8.2% 10.2%
Eastbound 15.4% 21.8% 0.0% '
Westbound 0.4% 31.7% ' 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: ALGA RD. BUILDOUT PROJECTION
EW: POINSETTIA LN AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
153 280 127
I 21
<--' V
I
1 2 2
415 ----' 2 0 ---- 176
612 2 2<---- 903
129 ----, 0 2 ,---- 10
V . V
2 2 0 -
337 637 55 I
S I North
LANE GROUP CAPACITY
Left • Thru Right
Turn • Turn
Default Capacity 1500 1700 1500
NorthboUnd 2700 • 3400 0
• Southbound 2700
.
3400 1500
Eastbound •. 2700 3400 0 • S
Westbound 2700 3400 0
VOLUME/CAPACITY RATIO S
Left Thru Right
•
Turn Turn
Northbound • • 12.5% 20.4% 0.0%
Southbound 4.7% 8.2% 10.2%
Eastbound 15.4% 21.8% 0.0% 5
Westbound • 0.4% 31.7% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
82.2% Percent Utilization
LEVEL OF SERVICE -----> D • •
INTERSECTION CAPACITY UTILIZATION MODEL
NS: ALGA RD. BUILDOUT PROJECTION
EW: POINSETTIA LN. PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 274 354 30
Southbound 293 705 590
Eastbound 82 943 236
Westbound:....26 826 39
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LA LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 2 0 0 0 0
Southbound 2 0 2 0 1 0 0
Eastbound 2 .0 2 0 0 0 0
Westbound 2 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 3400 0
Southbound 2700 3400 1500
Eastbound 2700 3400 0
Westbound 2700 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 10.1% 11.3% 0.0%
Southbound 10.9% 20.7% 39.3%
Eastbound 3.0% .34.7% 0.0%
Westbound 1.0% 25.4% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: ALGA RD. BUILDOUT PROJECTION
EW: POINSETTIA LN. PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
590 705 293
V.
1 2 2.
82----' 2 . 0'---- 39
943----- 2 2<---- 826
236---, 0 2,---- 26
V ••'
2 2 0
274 354 30
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 . • 1700. 1500
Northbound • 2700 .3400 0
Southbound 2700 • 3400 1500
Eastbound 2700 3400 0
Westbound 2700 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound • 10.1% • 11.3% 0.0%
Southbound 10.9% 20.7% 393%
Eastbound 3.0% 34.7% 0.0%
Westbound 1.0% 25.4% 0.0%
EFFICIENCY LOST FACTOR . .0.1
CAPACITY UTILIZATION .
85.0% . . Percent Utilization .
LEVEL OFSERVICE, ----> D
INTERSECTION CAPACITY UTILIZATION MODEL
NS: AVENIDA ENCINAS BUILDOUT PROJECTIONS
EW: CANNON ROAD AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 9 0 . 60
Southbound 0 0 0
Eastbound 0 967 56
Westbound 397 337 0
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 0 0 .1 1 0
Southbound 0 0 0 0 0 .0 0
Eastbound 0 0 . 2 0 0 0 0
Westbound 1 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound .2250 0 2250
Southbound 0 0 . 0
Eastbound 0 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 0.4% 0.0% 2.7%
Southbound 0.0% 0.0% 0.0%
Eastbound 0.0% 30.1% • 0.0%
Westbound 26.5% 9.9% . . 0.0%
02/06/91
INTERSECTION CAPACITY UTILIZATION MODEL
NS: AVENIDA ENCINAS BUILDOUT PROJECTIONS
EW: CANNON ROAD AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
0 0 0
I I I
<_-• V
o 0
0----' 0 o '---- 0
967 2 2<---- 337
56----, 0 1 ,---- 397
V V
1.5 0 1.5
<--,
I I I
9 0 60
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2250 0 2250
Southbound 0 0 0
Eastbound 0 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.4% 0.0% 2.7%
Southbound 0.0% 0.0% 0.0%
Eastbound 0.0% 30.1% 0.0%
Westbound 26.5% 9.9% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
69.2% Percent Utilization
LEVEL OF SERVICE ---'-> B
-
INTERSECTION CAPACITY UTILIZATION MODEL
NS: AVENIDA ENCINAS BUILDOUT PROJECTIONS
I . EW: CANNON ROAD PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 37 0 328
Southbound 0 0 0 -
I Eastbound 0 736 22
Westbound 231 351 0
INTERSECTION GEOMETRY . . I (Number of Lanes) L LT. T TR R LR . LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
• Northbound 1 0 0 0 1 1 0
Southbound 0 0 0 0 0 0 0
Westbound 1 0 2 0 0 0 0
LANE GROUP CAPACITY Left -Thru Right
/ .
(VPH of Green)
.
Turn
•
Turn .
-
Northbound 2250 • 0 2250
Southbound .0 . 0 • .0 I •
•
Eastbound • 0 .3400 0 •
Westbound 1500 . 3400 .0 -
I • VOLUME/CAPACITY RATIO Left • Thru Right . • -.
Turn • Turn
• Northbound 1.6% 0.0% 14.6% - •
Southbound 0.0016 0.00/0 0.0% - • - • ......
Eastbound 0.0% 22.3% • 0.0%
Westbound 15.4% • .10.3% • 0.0%
1' - .. .•
02/06/91 • . . . . . . . . . . . . • .
Si . . • • . .. ...- - - -
.1 -
INTERSECTION CAPACITY UTILIZATION MODEL
NS: AVENIDA ENCINAS BUILDOUT PROJECTIONS
EW: CANNON ROAD PM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
0 0 0
I
<--'
I I
V
0 0 0
0'---- 0' . 0'---- 0
736----'- 2 .2<---- 351
22----, 0 1,---- 231
V 'V
1.5 0 1.5
<--,
I
37
I I
0328 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2250 . 0 2250
Southbound 0 0 0
Eastbound 0 3400 ' .0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 1.6% 0.0% 14.6%
Southbound 0.0% 0.0% 0.0%
Eastbound 0.0% . 22.3% 0.0%
Westbound 15.4% 10.3% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
62.3% 'Percent Utilization
LEVEL OF SERVICE ----> B
I
I INTERSECTION CAPACITY UTILIZATION MODEL
NS: PASEO DEL NORTE BUILDOUT PROJECTIONS
IEW: CANNON ROAD PM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
I(Vehicles per Hour) Turn Turn
Northbound 220 197 217
Southbound 424 270 815
I Eastbound 586 1063 248
Westbound 92 637 334
INTERSECTION GEOMETRY I (Number of Lanes) L LT T TA A LR - LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
I Northbound 2 0 2 0 0 0 0
Southbound 2 0 1 1 1 0 0
Eastbound 2 0 2 0 0 0 0
'I Westbound .2 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru • Right
(V PH of Green) Turn Turn
Northbound 3240 4000 0
Southbound 3240 • 5800 . 0 •
Eastbound 3240 4000 0
Westbound 3240 .4000. 0. •
VOLUME/CAPACITY RATIO Left Thru Right - •-
Turn - Turn
Northbound 6.8% 10.4% 0.0%
Southbound 13•16/0 18.7% 0.0% •
Eastbound 18.1% 32.8% 0.0%
Westbound 2.8% 24.3% . .0.0% -
INTERSECTION CAPACITY UTILIZATION MODEL
NS: PASEO DEL NORTE BUILDOUT PROJECTIONS
EW: CANNON ROAD . . PM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
815 270
I
424
I
.<--' V
I
1 2 2
586----' 2'' 0''---- 334
1063 2 2<---- 637
248----, 0 2,---- 92
V
2 2 0
<--,
I I
220 197
I
217 I
North
LANE GROUP CAPACITY '
Left ,
Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 3240 , 4000 0
Southbound 3240 . 5800 0
Eastbound 3240 4000 0
Westbound 3240 4000 ' 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
'Northbound 6.8% 10.46/o 0.0%
Southbound 13.1% '18.7% 0.0%
Eastbound 18.1°/o 32.8% 0.0%
Westbound , 2.8% 24.3% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
77.9% Percent Utilization
LEVEL OF SERVICE . ---->' ' C
INTERSECTION CAPACITY UTILIZATION MODEL
NS: PASEO DEL NORTE BUILDOUT PROJECTIONS
EW: CANNON ROAD AM PEAK -HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 68 162 107
Southbound 212 150 347
Eastbound 597 1343 279
Westbound 127 616 279
INTERSECTION GEOMETRY
(Number of Lanes) L LT I TR R LR LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 2 0 2 0 0 0 0
Southbound 2 0 1 1 1 0 0
Eastbound 2 0 2 0 0 0 0
Westbound 2 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 3240 4000 0
Southbound 3240 5800 0
Eastbound .3240 4000 0
Westbound 3240 4000 . 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 2.1% 6.7% 0.0%
Southbound 6.5% 8.6% 0.0% 0
Eastbound 18.4% 40.6% 0.0%
Westbound 3.9% 22.4% 0.0%
02/06/91
INTERSECTION CAPACITY UTILIZATION MODEL
NS: PASEO DEL NORTE BUILDOUT PROJECTIONS
EW: CANNON ROAD AM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
347 150 212
I I I
<_-• .v
.1 2 2
597 ----' 2 0 ---- 279
1343 2 2<---- 616
279 - -- -. 0 2 ,---- 127
UT V.
2 2 0
<--,
68 162 107 I
North
LANE GROUP CAPACITY
Left Thru Right
- Turn Turn
Default Capacity 1800 2000 1800
Northbound 3240 4000 0
Southbound 3240 5800 0
Eastbound 3240 4000 0
Westbound 3240 4000 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 2.1% 6.7% 0.0%
Southbound 6.5% 8.6% 0.0%
Eastbound 18.4% 40.6% 0.0%
Westbound, 3.9% 22.4% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
67.7% Percent Utilization
LEVEL'OFSERVICE. •. -h--> B
INTERSECTION CAPACITY UTILIZATION MODEL
N: HIDDEN VALLEY BUILDOUT PROJECTION
EW: CANNON RD. AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 58 0 138
Southbound 0 0 0
Eastbound 0 1142 520
Westbound 607 965 0
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LA LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 0 0 1 0 0
Southbound 0 0 0 0 0 0 0
Eastbound 0 0 2 0 1 0 0
Westbound 2 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 0 1500
Southbound 0 0 0
Eastbound 0 3400 1500
Westbound 2700 3400 0
VOLUMEJCAPACITY RATIO Left Thru Right
Turn Turn
Northbound 3.9% 0.0% 9.2%
Southbound 0.0% 0.0% 0.0%
Eastbound 0.0% 33.6% 34.7%
Westbound 22.5% 28.4% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: HIDDEN VALLEY BUILDOUT PROJECTION
EW: CANNON RD. AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
0 0 0
<--' V • -->
0 0 0
0----' 0 0 '--- 0
1142 2 2<---- 965
520 - -- -, 1 2 ,---- :607
V V
1 0 1
<--•
58 0 138
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 0 1500
Southbound 0 0 0
Eastbound 0 3400 1500
Westbound 2700 . 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn - Turn
Northbound 3.9% 0.0% 9.2%
Southbound 0.0% 0.0% 0.0%
Eastbound 0.0% 33.6% 34.7%
Westbound 22.56/o 28.4% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
75.3% Percent Utilization
LEVEL OF SERVICE- ----> C
INTERSECTION CAPACITY UTILIZATION MODEL
N: HIDDEN VALLEY BUILDOUT PROJECTION -
EW: CANNON RD. PM PEAK -
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 375 0 405
Southbound 0 0 0
Eastbound 0 1372 332
Westbound 270 688 0
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TA A LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 0 0 1 0 0
Southbound 0 0 0 .0 0 0 0
Eastbound 0 0 2 0 1 0 0
Westbound 2 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green). Turn Turn
Northbound 1500 0 1500
Southbound 0 0 0
Eastbound 0 3400 1500
Westbound 2700 3400 - 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 25.0% 0.0% 27.0%
Southbound 0.0% 0.0% 0.0%
Eastbound 0.0% 40.4% 22.1%
Westbound 10.0% 20.2% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: HIDDEN VALLEY BUILDOUT PROJECTION
EW: CANNON RD. PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
0 0 0
I I I
<--• v• '-->
0 0 0
0----' 0 o '---- 0
1372 2 2<---- 688
332----, 1 2 •---- 270
V V
1 0 1
1
375
I
0 405
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 0 1500
Southbound 0 0 0
Eastbound 0 3400 1500
Westbound 2700 3400 0
VOLUMEJCAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 25.0% 0.0% 27.0%
Southbound 0.0% 0.0% 0.0%
Eastbound 0.0% 40.4% 22.1%
Westbound 10.0% 20.2% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 87.4%
LEVEL OF SERVICE ----> . . 0
INTERSECTION CAPACITY UTILIZATION MODEL
S: FARADAY AVE. BUILDOUT PROJECTION
EW: CANNON RD. AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 24 0 8
Southbound 0 0 0
Eastbound 0 761 519
Westbound 329 1549 0
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 0 0 1 0 0
Southbound 0 0 0 .0 0 0 0
Eastbound 0 0 2 0 0 0 0
Westbound 2 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 .0 1500
Southbound 0 0 0
Eastbound 0 3400 0
Westbound 2700 .3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 1.6% 0.0% 0.5%
Southbound 0.0% 0.0% 0.0%
Eastbound 0.0% 37.6% . 0.0%
Westbound 12.2% 45.6% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: FARADAY AVE. BUILDOUT PROJECTION
EW: CANNON RD. AM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
o 0
I I I
<.--' V
o 0
0---- 0 0'---- 0
761 ------. .2 2 <---- 1549
519----, 0 2 ,---- 329
V . V
1•.0 I
24 0 8 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 0 1500
Southbound 0 0 0
Eastbound 0 3400 0
Westbound 2700 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 1.6% 0.0% 0.5%
Southbound 0.0% 0.0% 0.0%
Eastbound 0.0% . 37.6% 0.0%
Westbound 12.2% 45.6% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
61.4% Percent Utilization
LEVEL OF SERVICE ----> B
INTERSECTION CAPACITY UTILIZATION MODEL
S: FARADAY AVE. . BUILDOUT PROJECTION
EW: CANNON RD. PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn . Turn
Northbound 187 0 58
Southbound. 0 0 0
Eastbound 0 1609 168
Westbound 7 771 0
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR - LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1. 0 .0 0 1 0 0
Southbound 0 0 0 0 0 0 0
Eastbound 0 0 2 0 0 0 0
Westbound 2 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 P 1500
Southbound 0 0 0
Eastbound 0 3400 0
Westbound 2700 3400 . 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 12.5% 0.0% . 3.9%
Southbound 0.0% 0.0% 0.0%
Eastbound 0.0% 52.3% 0.0%
Westbound 0.3% 22.7% . 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: FARADAY AVE. BUILDOUT PROJECTION
EW: CANNON RD. PM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
0 0 0
I I I
<--' V
o o 0
0 ---- '. 0 0'---- .0
1609 ----- 2 c 2 <---- 771
168----, 0 2,---- 7
V V
1 0 1
—>
I I I
187 0 58 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound . 1500 0 1500
Southbound 0 0 0
Eastbound 0 3400 0
Westbound 2700 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right-
Turn Turn
Northbound 12.5% 0.0% .3.9%
Southbound 0.0% 0.0% 0.0%
Eastbound 0.0% 52.3% 0.0%
Westbound 0.3%. 22.7% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
75.0% Percent Utilization
LEVEL OF SERVICE ----> C
INTERSECTION CAPACITY UTILIZATION MODEL
NS.: COLLEGE BLVD. .. BUILDOUT PROJECTION
EW: CANNON RD. AM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
I 196 1099 44
I
<--• V
I
-->
I
.3 2
240----' '2 ' 0''---- 151
1
411 2
85----, 0
2 <---- 965
2,---- 371
V V
23 0
I
62 601
I
162 I
North
LANE GROUP CAPACITY . .
I . ' Left Thru Right
V Turn Turn'
iV ' Default Capacity 1800 2000 1800
Northbound 3240 ' 6000 0
I
,Southbound 3240 6000 1800
Eastbound 3240 4000 0
Westbound 3240 4000 0
VOLUME/CAPACITY RATIO
Left . Thru Right
Turn Turn
Northbound 1.9% 12.7% ' 0.0%
Southbound ' 1.4% , 18.3% ' 10.9% •. ,
:•
Eastbound 7.4% 12.4% ' 0.0% V
Westbound 11.5% . 27.9% 0.0%
EFFICIENCY. LOST FACTOR 0.1
I CAPACITY UTILIZATION
Percent Utilization 65.5%
LEVEL OF SERVICE ----> B
1.
INTERSECTION CAPACITY UTILIZATION MODEL
'NS: COLLEGE BLVD. BUILDOUT PROJECTION
EW: CANNON RD. AM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 62 601 162
Southbound 44 1099 196
Eastbound 240 411 85
Westbound 371 965 151
INTERSECTION GEOMETRY
(Number of Lanes) L LT I TR R LA LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 2 0 3 0 0 0 0
Southbound 2 0 3 0 1 0 0
Eastbound 2 0 2 0 0 0 0
Westbound 2 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 3240 6000 ' 0
Southbound 3240' 6000 1800
Eastbound 3240 , 4000 0
Westbound 3240 , 4000 0
VOLUME/CAPACITY RATIO Left ' Thru Right
Turn , Turn
Northbound 1.9% " 12.7% 0.0%
Southbound 1.4% ' 18.3% 10.9%
'Eastbound 7.4% 12.4% 0.0%
Westbound 11.5% 27.9% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: COLLEGE BLVD. BUILDOUT PROJECTION
EW: CANNON RD. PM PEAK -HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 55 1380 286
Southbound 142 773 206
Eastbound 93 1199 34
Westbound 508 217 113
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TA R LA LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 2 0 3 0 0 0 0
Southbound 2 0 3 0 1 0 0
Eastbound 2 0 2 0 0 0 0
Westbound 2 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 3240 6000 0
Southbound 3240 6000 1800
Eastbound 3240 4000 0
Westbound 3240 4000 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 1.76/o 27.8% 0.0%
Southbound 4.4% 12.9% 11.4%
Eastbound 2.9% 30.8% 0.0%
Westbound 15.7% - 8.3% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: COLLEGE BLVD. BUILDOUT PROJECTION
EW: CANNON RD. . PM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
206 773 142
<--' V
1 3.2
93 ----' 2 . . 0-
1199 2 . 2 <---- 217
34----, 0 2,---- 508
v• V
2 3 0
<--,
55 1380 286 .1
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 3240 6000 0
Southbound 3240 6000 1800
Eastbound 3240 4000 0
Westbound 3240 & 4000 . 0
VOLUME/CAPACITY RATIO
Left Thri Right
Turn Turn
Northbound 1.7% 27.8% 0.0%
Southbound 4.40/b 12.9% 11.4%
Eastbound 2.9% 30.8% 0.0%
Westbound 15.7% 8.3% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION -.
88.7% Percent Utilization
LEVEL OF SERVICE ----> D
INTERSECTION CAPACITY UTILIZATION MODEL
NS: COLLEGE BLVD. BUILDOUT PROJECTION
W: TAMARACK AVE. AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 0 1155 0
Southbound 0 1665 73
Eastbound 180 0 0
Westbound 0 0 0
INTERSECTION GEOMETRY .
(Number of Lanes) L LT T TA R LA LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 2 0 0 0 0
Southbound 0 0 2 0 0 - 0 0
Eastbound 1 0 0 0 1 0 0
Westbound 0 0 0 0 0. 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 3400 0
Southbound 0 3400 0
Eastbound 1500 0 1500
Westbound 0 0 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 0.0% 34.06/b 0.0%
Southbound 0.0% 51.1% 0.0%
Eastbound 12.0% 0.0% 0.0%
Westbound 0.0% 0.0% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: COLLEGE BLVD. ' BUILDOUT PROJECTION
EW: TAMARACK AVE. AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
73 1665 0
I I I
<--' V. '-->
0 2 0
180----'. 1 '0'---- 0
0 0 0<---- 0
0----, 1 0,---- 0
V V
1 2 0
,-->
0 1155 0 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 3400 0
Southbound 0 3400 0
Eastbound 1500 0 1500
Westbound 0 ' '0 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound . 0.0% , 34.0% 0.0%
Southbound 0.0% 51.1% ' 0.0%
Eastbound 12.0% 0.0% 0.0%
Westbound 0.0% 0.0% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
73.1% Percent Utilization
LEVEL OF SERVICE ----> C
I.
I INTERSECTION CAPACITY UTILIZATION MODEL
NS: COLLEGE BLVD. BUILDOUT PROJECTION,
I
W: TAMARACK AVE. PM PEAK
TRAFFIC VOLUMES Left Thru Right
I (Vehicles per Hour) Turn Turn
Northbound 0 1388 0
Southbound 0 1531 196
I Eastbound 84 0 0
Westbound 0 0 0
INTERSECTION GEOMETRY I .
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
I Northbound 1 0 2 0 0 0 0
Southbound 0 0 2 0 0 0 0
Eastbound 1 0 0 0 1 0 0
I Westbound 0 0 0 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 3400 0
Southbound 0 3400 0 I, Eastbound 1500 Q 1500
Westbound 0 . 0 0
1 VOLUME/CAPACITY RATIO Left Thru Right .
Turn . Turn
I ,. Northbound 0.0% 40.8% 0.0%
Southbound 0.0% 50.8% 0.0%
Eastbound 5.6% 0.0% 0.0%
Westbound 0.0% . 0.0% 0.0%
I
I . .
I
INTERSECTION CAPACITY UTILIZATION MODEL
NS: COLLEGE BLVD. BUILDOUT PROJECTION
EW: TAMARACK AVE. PM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
196 1531 0
<--' V
0 2 0
84----' 1
0-----. 0
0----, 1
1 2 0
I I
0 1388 0 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 3400 0
Southbound 0 3400 0
Eastbound 1500 0 1500
Westbound 0 0 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.0% 40.8% 0.0%
Southbound 0.0% 50.8% 0.0%
Eastbound 5.6% 0.0% 0.0%
Westbound 0.0% 0.0% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
66.4% Percent Utilization
LEVEL OF SERVICE ----> B
I .. INTERSECTION CAPACITY UTILIZATION MODEL
NS: COLLEGE BLVD., BUILDOUT PROJECTION
I EW: ELM AVE. AM PEAK
TRAFFIC VOLUMES Left Thru Right
I . (Vehicles per Hour) Turn Turn
Northbound 247 881 38
Southbound 54 1160 451
I Eastbound 178 25 140
Westbound . 46 82 96
INTERSECTION GEOMETRY . . . . I (Number of Lanes) L LT T TR . R LA LTR
Default Capacity . 1500 1500 1700 1700 1500 1500 1500
I .
Northbound 2 0 2 0 0 0
------
0
Southbound 1 0 2 0 0 . 0 0
Eastbound 1 0 2 0 0 0 0
.I Westbound 1 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 3400 . 0
1500 3400 . . 0
- I Southbound
Eastbound 1500. . 3400 . 0
Westbound 1500 3400 . 0
1 VOLUMEJCAPACITY RATIO Left Thru Right
— . Turn Turn .
I Northbound 9.1% 27.0% 0.0%
I, Southbound 3.6% . 47.4% 0.0%
.Eastbound 11.9% 4.9% . 0.0%
Westbound 3.1% .5.2% . 0.0%
I
I
I
INTERSECTION CAPACITY UTILIZATION MODEL
NS: COLLEGE BLVD. BUILDOUT PROJECTION
EW: ELM AVE. AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
451 1160 54
<--' V
'.0 2 1'
178 ----n ' 1 0 1 ---- 96
25' 2. 2<----' 82
140----, 0 1 ,---- 46
V . V
2 2 0
<--,
247 881 38 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 3400 ' 0
Southbound 1500 ' 3400 0
Eastbound 1500 ' 3400 0
Westbound , 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru . Right
Turn Turn
Northbound 9.1% 27.0% 0.0%
Southbound 3.6% . 47.4% . 0.0%
Eastbound 11.9% 4.9%. 0.0%
Westbound 3.1% ' 5.2% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
83.6% ,- Percent Utilization
LEVEL OF SERVICE ' ---> ' D
INTERSECTION CAPACITY UTILIZATION MODEL
NS: COLLEGE BLVD. BUILDOUT PROJECTION
EW: ELM AVE. PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 391 1154 76
Southbound 101 971 459
Eastbound 178 56 186
Westbound 41 55 55
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 2 0 0 0 0
Southbound 1 0 2 0 0 0 0
Eastbound 1 0 2 0 0 0 0
Westbound 1 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound. 2700 3400 0
Southbound 1500 3400 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 14.5% 36.2% 0.0%
Southbound 6.7% 42.1% 0.0%
Eastbound 11.9% 7.1% 0.0%
Westbound 2.7% 3.2% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: COLLEGE BLVD. BUILDOUT PROJECTION
EW: ELM AVE. PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
459 971 101
I I
<--• V
0 2 1
178 ----' 1 0 '---- 55
56 2 2<---- 55
186----, 0 1,---- 41
V V
2 2 0
<--,
391 1154 76 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 3400 0
Southbound 1500 3400 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 14.5% 36.2% 0.0%
Southbound 6.7% 42.1% 0.0%
Eastbound 11.9% 7.1% 0.0%
Westbound 2.7% 3.2% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
81.6% Percent Utilization
LEVEL OF SERVICE ----> D
INTERSECTION CAPACITY UTILIZATION MODEL
NS: FARADAY AVE. BUILDOUT PROJECTION
EW: COLLEGE AVE. AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 472 96 . 34
Southbound 62 443 239
Eastbound 44 406 246
Westbound 92. 899 . 98
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 1 1 0 0 0
Southbound 1 0 1 . 1 0 0 0
Eastbound 1 0 1 1 0 0 0
Westbound 1 0 1 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 3400 0 .
Southbound 1500 3400 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru . Right
Turn . Turn .
Northbound 17.5% 3.8% 0.0%
Southbound 4.1% . 20.1% 0.0% ..
Eastbound 2.9% 19.2% 0.0%
Westbound 6.1% 29.3% .. 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL 1
NS: FARADAY AVE. BUILDOUT PROJECTION
EW: COLLEGE AVE. AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
239 443 62
I I
V
* 0 2 1
44----' 1
406 •2
246 ----, 0
0 ' - -- - 98
2 <---- 899
1 ,---- 92
V
2 2 0
<--,
I I I
472 96 34 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 3400 0
Southbound '1500 3400 ' 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 17.5% 3.8% 0.0%
Southbound 4.1% ' 20.1% 0.0%
Eastbound 2.9% 19.2% 0.0%
Westbound 6.1% 29.3% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
79.8% , Percent Utilization
LEVEL OF SERVICE '----> 'C
INTERSECTION CAPACITY UTILIZATION MODEL
NS: FARADAY AVE. . ' BUILDOUT PROJECTION
EW: COLLEGE AVE. PM PEAK
TRAFFIC VOLUMES Left Thru ' Right
(Vehicles per Hour) Turn , Turn
Northbound 249 151 .190
Southbound 94 211 55
Eastbound 24 703 186
Westbound, ' 48 . 625 57
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 1 1 0 0 0
Southbound 1 0 1 1 , 0 0 0
Eastbound 1 0 1 ' 1 0 0 0
Westbound 1 0 1 1 0 0 ' 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) . Turn Turn
Northbound 2700 . 3400 . 0
Southbound ' 1500 3400 .0
Eastbound 1500 . 3400 0 .
Westbound 1500 ' 3400 . 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn ' ' Turn '
Northbound 9.2% 10.0% 0.0%
Southbound 6.3% 7.8% 0.0% '
Eastbound ' 1.6% 26.1% 0.0%
Westbound 3.2% ' 20.1% ' 0.0% . ..
&
INTERSECTION CAPACITY UTILIZATION MODEL
NS: FARADAY AVE. BUILDOUT PROJECTION
EW: COLLEGE AVE. PM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
55 211 94
I I I
<--' V
0 2 1
24 1 0---- 57
703 2 2<---- 625
186----, 0 1,---.- 48
V V
2 .2 0
249 151 190 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 3400 0
Southbound 1500 3400 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 9.2% 10.0% 0.0%
Southbound 6.3% 7.8% 0.0%
Eastbound 1.6% 26.1% 0.0%
Westbound 3.2% 20.1% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
56.4% Percent Utilization
LEVEL 0F SERVICE''..----> A
I INTERSECTION CAPACITY UTILIZATION
NS: MELROSE AVE BUILDOUT PROJECTION
I EW: FARADAY AVE AM PEAK -HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
I (Vehicles per Hour) Turn Turn
Northbound 560 1520 0
I
Southbound
Eastbound
0
260
2353
0
1975
73
Westbound 0. . 0 0
INTERSECTION GEOMETRY I (Number of Lanes) L LT T TR R LR LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
I Northbound 2 0 3 0 0 0 0
Southbound 0 0 2 1 0 0 0
Eastbound 2 0 0 0 1 0 0
Westbound 0 0 0 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) • Turn Turn
------ 0
• Northbound3240 . 6000 • 0
I .
Southbound • 0 6000. • 0
Eastbound 3240 0 1800 0
Westbound 0 0. 0 .
I VOLUME/CAPACITY RATIO Left Thru Right
- Turn Turn
I ..Northbound 17.3% 25.3%
------
0.0%
• Southbound 0.0% 72.1% 0.0% . •
Eastbound 8.0% 0.00/0 4.1%
0
Westbound 0.0% 0.0% . 0.0%
I
I
0•
I..
I ,.. 0 .: •
I ,
I
0
•
.
INTERSECTION CAPACITY UTILIZATION MODEL
NS: MELROSE AVE BUILDOUT PROJECTION
EW: FARADAY AVE AM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
1975 2353 0
<--' V
0 3 0
260----' 2. . 0 '---- 0
0 0 0<---- 0
73----, 1 0.---- 0
V V
2 3 0
I I I
560 1520 0 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 3240 6000 0
Southbound 0 6000 0
Eastbound 3240 0 1800
Westbound 0 0 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn . Turn
Northbound . 17.3% - .25.3% 0.0%
Southbound 0.0% 72.1% 0.0%
Eastbound 8.0% 0.0% 4.1%
Westbound 0.0% 0.0% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
107.4% Percent Utilization
LEVEL OF SERVICE ----> F
INTERSECTION CAPACITY UTILIZATION
NS: MELROSE AVE BUILDOUT PROJECTION
EW: FARADAY AVE PM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 157 2618 0
Southbound 0 1471 429
Eastbound 1446 0 213
Westbound. 0 0 0
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 2 0 3 0 0 0 0
Southbound 0 0 2 1 0 0 0
Eastbound 2 0 0 • 0 1 0 0
Westbound 0 0 0 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) • Turn Turn
Northbound 3240 6000 0
Southbound 0 6000 0
Eastbound 3240 0 1800
Westbound 0 0 0
VOLUME/CAPACITY RATIO Left Thru • Right
• Turn Turn •
Northbound 4.8% 43.6% 0.0%
Southbound 0.0% 31.7% 0.0%
Eastbound 44.6% 0.0% 11.8%
Westbound 0.0% 0.0% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: MELROSE AVE BUILDOUT PROJECTION
EW: FARADAY AVE PM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
429 1471 0
I I I
<--' V
0 3 0
1446----' 2' "' 0'----
0 0 0<----
213----, 1 0,----'
V V
2 3 0
<--,
I I I
157 2618 0 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 3240 6000 0
Southbound 0 6000 0
Eastbound 3240 0 1800
Westbound 0 0 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 4.8% 43.6% 0.0%
Southbound 0.0% 31.7%' 0.0%
Eastbound 44.6% 0.0% 11.8%
Westbound 0.0% , 0.0% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilizthion 98.3%
LEVEL OF SERVICE ----> E
I
I INTERSECTION CAPACITY UTILIZATION . .
NS: MELROSE AVE BUILDOUT PROJECTION
I EW: . CARRILLO WAY AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn I Northbound 559 1698 0
Southbound 0 643 847
Eastbound 632 0 . 67 I .
Westbound 0 0 . 0
I INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 3 0 0 0
------
0 S -
. I Southbound .2 0 2 1 0 0 0
Eastbound 2 0 0 0 2 0 0
I . Westbound 0 0 0 0 0 . 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn S I S
Northbound 2700 5100 0
Southbound 2700 5.100 0 I Eastbound 2700 0 2700 S
Westbound 0 0 0 . S
I VOLUME/CAPACITY RATIO Left Thru Right U . Turn S Turn S
• Northbound 20.7% 33.3% 0.0%
I S Southbound 0.0% 29.2% 0.06/0
Eastbound 23.40/b . 0.0% 2.5% 5
Westbound 0.0% 0.0% 0.0% 5
..
I
I
I
INTERSECTION CAPACITY UTILIZATION MODEL
NS: MELROSE AVE BUILDOUT PROJECTION
EW:• CARRILLO WAY AM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
847 643 0
V
0 3 0
632----' 2 0'---- 0
0 0 0<---- 0
67----, 2 0,---- 0
V - V.
2 3 0
559 1698 0 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 2700 0 2700
Westbound 0 -.0 0
VOLUMEJCAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 20.7% 33.3% 0.0%
Southbound 0.0% 29.2% 0.0%
Eastbound . 23.4% 0.0% 2.5%
Westbound 0.0% 0.0% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
- 83.3% Percent Utilization
LEVEL OF SERVICE ---->. D
:1
INTERSECTION CAPACITY UTILIZATION ., .
I NS: MELROSE AVE
EW: CARRILLO WAY
BUILDOUT PROJECTION
PM PEAK
TRAFFIC VOLUMES Left Thru Right
I (Vehicles per Hour) Turn Turn
Northbound 134 1059 0
Southbound 0 1352 635
I Eastbound 363 0 855
Westbound 0 0 0
I INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
I Northbound 2 0 3 0 . 0 0 0
Southbound 2 0 2 1 0 .0 0
Eastbound 2 0 0 0 2 0 0
I Westbound 0 0 0 0 0 0 0
• LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn ...
Northbound 2700 5100 0
1 Southbound 2700 5100
.
0 .
Eastbound 2700 . 0 2700
Westbound . Q 0 . 0 .
I VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
I Northbound 5.0% 20.8% 0.0%
• . . Southbound 0.0% 39.0% . 0.0% •
Eastbound 13.4% 0.0% 31.7%
Westbound 0.0% 0.0% 0.0%
I
1
I
I
I .
1 .
.
INTERSECTION CAPACITY UTILIZATION MODEL
NS: MELROSE AVE BUILDOUT PROJECTION
EW: CARRILLO WAY PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
635 1352 0
V
0 3 0
363----' 2 .0.'---- 0
0 0 0<---- 0
855----, 2 0,---- 0
V
2 3 0
134 1059 0
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 5100 0
Southbound 2700 5100 0
Eastbound 2700 0 2700
Westbound . 0 0 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 5.0% 20.8% 0.0%
Southbound 0.0% 39.0% 0.0%
Eastbound 13.4% 0.0% 31.7%
Westbound 0.0% 0.0% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
85.6% Percent Utilization
LEVEL OF SERVICE. . ----> D.
INTERSECTION CAPACITY UTILIZATION
NS: MELROSE AVE BUILDOUT PROJECTION
EW: ALGA ROAD AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 625 1606 0
Southbound 0 652 160
Eastbound 391 0 354
Westbound 0 0 0
INTERSECTION GEOMETRY
(Number of Lanes) - L LT T TR A LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 2 0 3 0 0 0 0
Southbound 0 0 2 1 0 0 0
Eastbound 2 0 0 0 2 0 0
Westbound 0 0 0 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 5100 0
Southbound - 0 5100 0
EastboUnd 2700 0 2700
Westbound 0 0 - 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 23.1% 31.5% 0.0%
Southbound 0.0% 15.9% 0.0%
• Eastbound 14.5% 0.0% 13.1%
Westbound 0.0% 0.0% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: MELROSE AVE BUILDOUT PROJECTION
EW: ALGA ROAD AM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
160 652 0
I I
<--' V
0. . 3. 0
391----' 2. 0---- 0
0 0 0<---- 0
354----, 2 0,---- 0
V V
2 3 0
I I
625 1606 0 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 2700 5100 0
Southbound 0 5100 0
Eastbound 2700 0 2700
Westbound 0 0 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 23.1% 31.5% 0.0%
Southbound 0.0% 15.9% 0.0%
Eastbound 14.5% 0.0% 13.1%
Westbound 0.0% 0.0% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 63.6%
LEVEL OF SERVICE ----> B
I .
I INTERSECTION- CAPACITY UTILIZATION
NS: MELROSE AVE BUILDOUT PROJECTION
I EW: ALGA ROAD PM PEAK
TRAFFIC VOLUMES Left Thru Right
I (Vehicles per Hour) Turn Turn
Northbound 484 1015 0
Southbound 0 1288 298
I Eastbound 129 0 600
Westbound 0 0 0
INTERSECTION GEOMETRY I (Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
I Northbound 2 0 3 0 0 0 0
Southbound 0 0 2 1 0 0 0
Eastbound 2 0 0 0 2 0 0
I Westbound 0 0 0 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 2700 5100 0
. Southbound • 5100 0 I Eastbound 2700. 0 • 2700
• Westbound • 0 0 0
I VOLUME/CAPACITY RATIO Left Thru • Right
- Turn Turn I Northbound 17.9% 19.9% 0.0% I Southbound 0.0% 31.1% 0.0%
Eastbound 4.8% 0.0% 22.2%
Westbound 0.0% 0.0% •
0.0%
I
I
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I . ••',
I
I
INTERSECTION CAPACITY UTILIZATION MODEL
NS: MELROSE AVE BUILDOUT PROJECTION
E'1: ALGA ROAD PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
298 1288 0
I I
<--' V
I
0 3 0
129----' 2 0 ,---- 0
0 0. 0<---- 0
600----, 2 0,---- 0
V V
2 3 0
I
484 1015
I
0 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn ' Turn
Default Capacity 1500 1700 1500
Northbound , 2700 5100 0
Southbound 0 5100 0
Eastbound 2700 0 2700
Westbound 0 0 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 17.9% 19.9% 0.0%
Southbound 0.0% 31.1% 0.0%
Eastbound ' 4.8% 0.0% 22.2%
Westbound 0.0% 0.0% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 81.2%
LEVEL OF SERVICE '----> ' D
INTERSECTION CAPACITY UTILIZATION
NS: MELROSE AVE. BUILDOUT PROJECTION
EW: LA COSTA AVE. AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 0 0 0
Southbound 0 0 149
Eastbound 78 0 0
Westbound 0 0 0
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LA LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 0 0 0 0 0 0 0
Southbound 0 0 0 0 2 0 0
Eastbound 2 0 0 0 0 0 0
Westbound 0 0 0 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 0 0 0
Southbound 0 0 2700
Eastbound 2700 0 0
Westbound 0 0. . 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 0.0% 0.0% 0.0%
Southbound 0.0% 0.00/0 5.5%
Eastbound 2.9% 0.0% 0.0%
Westbound 0.0% 0.0% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: MELROSE AVE. BUILDOUT PROJECTION
EW: LA COSTA AVE. AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
149 0 0
I I I
<--' V • -->
2 0 0
78----' 2 0'---- 0
o 0 0<---- 0
0----, 0 0,---- 0
V V
0 0 0
0 0 0 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 0 0 0
Southbound 0 0 2700
Eastbound 2700
-
0 0
Westbound 0 0 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn I Turn
Northbound 0.0% 0.0% 0.0%
Southbound 0.0% 0.0% 5.5%
Eastbound 2.9% 0.0% 0.0%
Westbound 0.0% 0.0% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
18.4% Percent Utilization
LEVEL OF SERVICE ----> A
INTERSECTION CAPACITY UTILIZATION
NS: MELROSE AVE. BUILDOUT PROJECTION
EW: LA COSTA AVE. PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 0 0 0
Southbound 0 0 158
Eastbound 116 0 0
Westbound 0 '0 0
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR A LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 0 0 0 0 0 0 0
Southbound 0 0 0 0 2 0 0
Eastbound 2 0 0 0 0 0 0
Westbound 0 0 0 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 0 0 0
Southbound 0 0 2700
Eastbound 2700 0 0
Westbound 0 0 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 0.0% 0.0% 0.0%
Southbound. 0.0% 0.0% 5.9%
Eastbound 4.3% 0.0% 0.0%
Westbound 0.0% 0.0% 0.0%
I
INTERSECTION CAPACITY UTILIZATION MODEL I
NS: MELROSE AVE. BUILDOUT PROJECTION
EW: LA COSTA AVE. PM PEAK I
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
158 0 0 . .
<--' V
2. 0 0
116----' 2 . 0'---- 0
o----- 0 0<---- 0.
0----, 0. . 0,---- 0
0 0 0
-->
00 0 I
North
LANE GROUP CAPACITY .. -
Left Thru Right
Turn . Turn
Default Capacity 1500 1700 1500
Northbound 0
Southbound 0
0
0
0
. . 2700
. Eastbound 2700 0 0
Westbound 0 .0 . 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn, Turn
Northbound . 0.0% 0.0% 0.0%
Soihbound 0.0% 0.0% 5.9%
Eastbound 4.3% 0.0% . 0.0%
Westbound 0.0% 0.0% 0.0% .
I
EFFICIENCY LOST FACTOR 0.1
S CAPACITY UTILIZATION .
20.1% ....Percent Utilization .
LEVEL OF SERVICE .. ---> A . S.
I
I
INTERSECTION CAPACITY UTILIZATION MODEL
N: SAXONY RD. BUILDOUT PROJECTION
EW: LA COSTA AVE. AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn .Turn
Northbound 238 0 72
Southbound 0 0 0
Eastbound 0 960 87
Westbound 110 1770 0
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 0 0 1 0 0
Southbound 0 0 0 0 0 0 0
Eastbound 0 0 2 0 0 0 0
Westbound 1 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 0 1500
Southbound 0 0 0
Eastbound 0 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 15.9% 0.0% 4.8%
Southbound 0.0% 0.0% 0.0%
Eastbound 0.0% 30.8% 0.0%
Westbound 7.3% 52.1% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: SAXONY RD. BUILDOUT PROJECTION
EW: LA COSTA AVE. AM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
0 0 0
I I I
V
- 0 0 0
0 0. .. 0'---- 0
960 2 2<---- 1770
87 ----, 0 1 ,---- 110
V V
10 1
238 0 72
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 0 1500
Southbound 0 0 0
Eastbound 0 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 15.9% 0.0% 4.8%
Southbound 0.0% 0.0% 0.0%
Eastbound 0.0% 30.8% 0.0%
Westbound 7.3% 52.1% 0.0%
EFFICIENCY LOST FACTOR . 0.1
CAPACITY UTILIZATION
77.9% Percent Utilization
LEVEL OF SERVICE . C
1
II
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I I.
'I
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I .
.1
I .
I.
I
1'
INTERSECTION CAPACITY UTILIZATION MODEL
N: SAXONY RD. BUILDOUT PROJECTION
EW: LA COSTA AVE. PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 153 0 106
Southbound 0 0 0
Eastbound 0 1216 206
Westbound 161 1772 0
INTERSECTION GEOMETRY
(Number óf Lanes) L LT T TR A LR LTA
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 0 0 - 1 0 0
Southbound 0 0 0 0 0 0 0
Eastbound 0 0 2 0 0 0 0
Westbound 1 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 0 1500
Southbound 0 0 0
Eastbound 0 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 10.2% 0.0%' 7.1%
Southbound o.0% 0.0% 0.0%
Eastbound 0.0% 41.8% 0.0%.
Westbound 10.7% 52.1% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: SAXONY RD. BUILDOUT PROJECTION
EW: LA COSTA AVE. PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
0 0 0
<" r V
.0:0 0
0----' •0 0'---- 0
1216 2 2<---- 1772
206----, 0 1,---- 161
V V
1 0 1
<- -'
153 0 106 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 0 1500
Southbound 0 0 0
Eastbound 0 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 10.2% 0.0% 7.1%
Southbound 0.0% 0.0% 0.0%
Eastbound 0.0%. 41.8% 0.0%
Westbound 10.7% 52.1% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
72.8% Percent Utilization
LEVEL OF SERVICE . ----> C
INTERSECTION CAPACITY UTILIZATION MODEL
N: CAMINO DE LAS COCHES BUILDOUT PROJECTION
EW: LA COSTA AVE. AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 20 0 18
Southbound 0 0 0
Eastbound 0 7 59
Westbound 80 103 0
INTERSECTION GEOMETRY
(Number of Lanes) L - LT T TR R LA LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 0 0 1 0 0
Southbound 0 0 0 0 0 0 0
Eastbound 0 0 1 1 0 0 0
Westbound 1 0 1 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 0 1500
Southbound 0 0 0
Eastbound 0 3400 0
Westbound 1500 1700 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 1.3% 0.0% 1.2%
Southbound 0.0% 0.0% 0.0%
Eastbound 0.0% 1.9% 0.0%
Westbound 5.3% 6.1% 0.0%
I
INTERSECTION CAPACITY UTILIZATION MODEL I
NS: CAMINO DE LAS COCHES BUILDOUT PROJECTION
EW: LA COSTA AVE. AM PEAK I
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
.0 00
I.
<--' V
I
o 0 0
0---- 0 . 0---- 0
7 2 . 1 <---- 103
59----, 0 1,---- 80.
V 0 . V
1 O 1
<-- -
20 0 18 I
North
LANE GROUP CAPACITY
Left . Thru Right
Turn Turn
1500 1700 Default Capacity 1500
Northbound 1500 0 1500
Southbound 0 0 0
Eastbound 0 3400 0
-
Westbound 1500 . 1700 0
0
VOLUMEICAPACI1Y RATIO
Left Thru Right
Turn Turn
00 •. - Northbound 1.3% .
Southbound 0.0%
0.0%
0.0%
1.2%
0.0% -
Eastbound 0.0% 1.9% 0.0%
Westbound 5.3% - - 6.1% 0.0%
I
EFFICIENCY LOST FACTOR
CAPACITY UTILIZATION
0.1
18.6% Percent Utilization 0 1
LEVEL OFSERVICE ----> A -
0
•
-
0
- I
I
INTERSECTION CAPACITY UTILIZATION MODEL
N: CAMINODE LAS COCHES BUILDOUT PROJECTION
EW: LA COSTA AVE. PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 53 0 66
Southbound 0 0 0
Eastbound 0 30 94
Westbound 40 105 0
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 0 0 1 0 0
Southbound 0 0 0 0 0 0 0
Eastbound 0 0 1 1 0 0 0
Westbound 1 0 1 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 0 1500
Southbound 0 0 0
Eastbound 0 3400 0
Westbound 1500 1700 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 3.5% 0.0% 4.4%
Southbound 0.0% 0.0% 0.0%
Eastbound 0.0% 3.6% 0.0%
Westbound 2.7% 6.2% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: CAMINO DE LAS COCHES BUILDOUT PROJECTION
EW:. LA COSTA AVE. PM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
0 0 0
<--' V
o 0 0
0---- 0 0'---- 0
30 2 1<---- 105
94 ----, 0 1 ,---- 40
V V
1 01
<--,
53 0 66 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn . Turn
Default Capacity 1500 1700 1500
Northbound 1500 0 1500
Southbound 0 0 0
Eastbound 0 • 3400 0
Westbound 1500 • 1700 0
VOLUME/CAPACITY RATIO
Left • Thru Right
Turn Turn
Northbound 3.5% • 0.0%
-----
4.4%
Southbound 0.0% 0.0% 0.0%
Eastbound • 0.0% 3.6% 0.0%
Westbound •. 2.7% 6.2% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
20.7% Percent Utilization
LEVEL OF SERVICE ----> A
INTERSECTION CAPACITY UTILIZATION MODEL
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NS: EL FUERTE ST BUILDOUT PROJECTION
EW: ALGA RD. AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 32 146 53
Southbound 9 22 11
Eastbound 211 604 6
Westbound 13 464 413
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TA A LA LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
4 Northbound 1 0 1 0 0 0 0
Southbound 1 0 1 0 0 0 0
Eastbound 1 0 1 1 0 0 0
Westbound 1 0 1 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 1700. 0
Southbound 1500 1700 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 2.1% 11.7% 0.0%
Southbound 0.6% 1.9% 0.0%
Eastbound 14.1% 17.9% 0.0%
Westbound 0.9% 25.8% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL FUERTE ST BUILDOUT PROJECTION
EW: ALGA RD. . AM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
11 22 9
V
0 1 1
211 ----- . 1 0'---- 413
604 2 2<---- 464
6----, 0 1,---- 13
.v. V
1 1 0
32 146 53 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 1700 0
Southbound 1500 1700 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru . Right
Turn Turn
Northbound . 2.1% 11.7% 0.0%
Southbound 0.6% 1.9% 0.0%
Eastbound 14.1% 17.9% 0.0%
Westbound . 0.9% 25.8% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
62.2% Percent Utilization
LEVEL OF SERVICE ----> B
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL FUERTE ST BUILDOUT PROJECTION
EW: ALGA RD. PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 12 40 26
SoUthbound 341 77 250
Eastbound 6 439 22
Westbound 39 662 11
INTERSECTION GEOMETRY
(Number of Lanes) L LT I TR A LA LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 1 0 0 0 0
Southbound 1 0 1 0 0 0 0
Eastbound 1 0 1 1 0 0 0
Westbound 1 0 1 1 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 1700 0
Southbound 1500 1700 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 0.8% 3.9% 0.0%
Southbound 22.7% 19.2% 0.0%
Eastbound 0.4% 13.6% 0.0%
Westbound 2.6% 19.8% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL FUERTE ST BUILDOUT PROJECTION
EW: ALGA RD. PM PEAK
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
250 77 341
V
0 1 1
6----' 1 0---- •11
439 ----- 2 2 <---- 662
22----, 0 1,---- 39
V V
1 1 0
<--,
I I
12 40
I
26
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 1700 0
Southbound 1500 1700 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 0.8% 3.9% 0.0%
Southbound 22.7% 19.2% 0.0%
Eastbound 0.4% 13.6% 0.00/0
Westbound 2.6% 19.8% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
56.80k Peróent Utilization
LEVEL OF SERVICE ----> A
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL FUERTE ST BUILDOUT PROJECTION
EW: CARRILLO WAY AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 49 820 24
Southbound 0 48 25
Eastbound 75 660 9
Westbound 19 1305 98
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 2 0 0 0 0
Southbound 1 0 2 0 0 0 0
Eastbound 1 0 2 0 0 0 0
Westbound 1 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 3.3% 24.8% 0.0%
Southbound 0.0% 2.1% 0.0%
Eastbound 5.0% 19.7% 0.0%
Westbound 1.3% 41.3% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL FUERTE ST BUILDOUT PROJECTION
EW: CARRILLO WAY AM PEAK
INTERSECTION TURNING MOVEMENTS! LANE GEOMETRY
- 25 48 0
I I
<--• V
0 2 1
75----'-i 0'---- 98
660 2<---- 1305
9----, 0 1,---- 19
V V
1 2 0
<--,.•
I
49820
I
24
-
I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 3.3% 24.8% 0.0% •-
Southbound 0.0% 2.1% 0.0%
Eastbound 50% 19.7% 0.0%
Westbound 1.3% 41.3% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION -
81.1% Percent Utilization
LEVEL OF SERVICE ----> D
I
1
1
I
I
t
1
'ID
I
I
1
I
I'
I
1
.1
I
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL FUERTE ST . BUILDOUT PROJECTION
EW: CARRILLO WAY PM. PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 12 79 27
Southbound 0 699 198
Eastbound 71 1254 54
Westbound 46 . 658 33
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TA R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 2 0 0 0 0
Southbound 1 0 2 0 0 0 0
- Eastbound 1 0 2 0 0 0 0
Westbound 1 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 3400 0
Southbound 1500 3400 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 0.8% 3.1% 0.0%
Southbound 0.0% 26.4% 0.0%
Eastbound 4.7% 38.5% 0.0%
Westbound 3.1% 20.3% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: EL FUERTE ST BUILDOUT PROJECTION
EW: CARRILLO WAY PM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
198 699 0
<--' v
0 2 1
71----' 1 0'---- 33
1254 ---- 2 2 <---- 658
54---.-, 0 1,---- 46
v- . . V.
1 2 0
12 7927 I
North •
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 3400 0
Southbound 1500 • 3400 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO . .
Left Thru Right
Turn Turn
Northbound • . 0.8% 3.1% 0.0%
Southbound 0.0% 26.4% 0.0%
Eastbound 4.7% 38.5% 0.0%
Westbound 3.1% 20.3% 0.0%
EFFICIENCY LOST FACTOR . 0.1
CAPACITY UTILIZATION
78.7% ••• Percent Utilization
LEVEL OF SERVICE ----> C
INTERSECTION CAPACITY UTILIZATION MODEL
NS: TAMARACK AVE. BUILDOUT PROJECTION
EW: CARLSBAD VILLAGE DR. AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 9 0 157
Southbound 0 33 0
Eastbound 0 178 0
Westbound 326 516 0
INTERSECTION GEOMETRY
(Number of Lanes) L LT I TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 1 0 0 0 0
Southbound 1 0 1 0 0 0 0
Eastbound 1 0 2 0 0 0 0
Westbound 1 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 1700 0
Southbound 1500 1700 0,
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 0.6% 9.2% 0.0%
Southbound 0.0% 1.9% 0.0%
Eastbound 0.0% 5.2% 0.0%
Westbound 21.7% 15.2% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: TAMARACK AVE. BUILDOUT PROJECTION
EW: CARLSBAD VILLAGE DR. AM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
33 0
I I I
<--' V
o
0----' •1 0'---- 0
178 2 2<---- 516
0----, 0• 1,----. 326
V .,.. V
1 1 0
9 0 157
North
LANE GROUP CAPACITY
Left . Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 1700 0
Southbound 1500 1700 0
-. Eastbound • 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound • 0.6% . 9.2% 0.0%
Southbound 0.0% 1.9% 0.0%
Eastbound 0.0% 5.2% 0.0%
Westbound • 21.7% 15.2% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 46.2%
LEVEL OF SERVICE ----> A
INTERSECTION CAPACITY UTILIZATION MODEL
NS: TAMARACK AVE. BUILDOUT PROJECTION
EW: CARLSBAD VILLAGE DR. PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 34 0 190
Southbound 0 14 0
Eastbound 0 306 0
Westbound 231 600 0
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR -
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 1 0 0 0 0
Southbound 1 0 1 0 0 0 0
Eastbound 1 0 2 0 0 0 0
Westbound 1 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 1700 0
Southbound 1500 1700 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 2.3% 11.2% 0.0%
Southbound 0.0% 0.8% 0.0%
Eastbound 0.0% 9.0% 0.0%
Westbound 15.4% 17.6% 0.0%
INTERSECTION CAPACITY UTILIZATION MODEL
NS: TAMARACK AVE. BUILDOUT PROJECTION
EW: CARLSBAD VILLAGE DR. PM PEAK
INTERSECTION TURNING MOVEMENTS! LANE GEOMETRY
0 14 0
I
<--' V
I
o 1 1
0----' 1 0'---- 0
306 2 2<---- 600
0----. 0 1 ,---- 231
V V
1 1 0
I I
34 0 190 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 1700 0
Southbound 1500 1700 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 2.3% 11.2% 0.0%
Southbound 0.0% 0.8% 0.0%
Eastbound 0.0% 9.0% 0.0%
Westbound 15.4% 17.6% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 45.6%
LEVEL OF SERVICE .---> A
13
INTERSECTION CAPACITY UTILIZATION MODEL
NS: MARRON ROAD BUILDOUT PROJECTIONS
EW: JEFFERSON STREET AM PEAK-HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right
(Vehicles per. Hour) Turn Turn
Northbound 175 81 0
Southbound 473 126 444
Eastbound 151 75 67
Westbound 0 116 237
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1800 1800 2000 2000 1800 1800 1800
Northbound 1 0 2 0 0 0 0
Southbound 2 0 2 0 0 0 0
Eastbound 1 0 . 1 0 0 0 0
Westbound 1 0 1 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1800 4000 0
Southbound 3240 4000 0
Eastbound 1800 2000 0
Westbound 1800 2000 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
NorthbOund 9.7% 2.0% 0.0%
Southbound 14.6% 14.3% 0.0%
Eastbound 8.4% 7.1% 0.0%
Westbound 0.0% 17.7% 0.0%
02/28/91
INTERSECTION CAPACITY UTILIZATION MODEL
NS: MARRON ROAD BUILDOUT PROJECTIONS
EW: JEFFERSON STREET AM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
444 126 473
.1 I
<--• V
0 2 2
151 ----' 1
75 1
67 - ---, 0
V
1 2 0
I -
175 81 0
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 1800 4000 0
Southbound 3240 4000 0 0
Eastbound 1800 2000 0
Westbound 1800 2000 0
VOLUME/CAPACITY RATIO 0
Left Thru Right
Turn Turn
Northbound 9.7% 2.0% 0.0%
Southbound 14.6% 14.3% 0.0%
Eastbound 8.4% 7.1% 0.0%
Westbound 0.0% 17.7% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 60.0%
LEVEL OF SERVICE ----> B
INTERSECTION CAPACITY UTILIZATION MODEL
NS: MARRON ROAD BUILDOUT PROJECTIONS
EW: JEFFERSON STREET PM PEAK -HEAVY DEMAND
TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn
Northbound 142 40 0
Southbound 451 244 275
Eastbound 152 87 26
Westbound .0 355 582
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LA LTR Default Capacity 1800 1800 2000 2000 1800 1800 .1800
Northbound 1 0 2 0 0 0 0 Southbound 2 0 2 0 0 0 0 Eastbound 1 0 1 0 0 0 0 Westbound 1 0 1 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1800 4000 0
Southbound 3240 4000 0
Eastbound 1800 2000 0
Westbound 1800 2000 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 7.9% 1.0% 0.0%
Southbound 13.9% 13.0% 0.0%
Eastbound 8.4% 5.7% 0.0%
Westbound 0.0% 46.9% 0.0%
02/28/91
INTERSECTION CAPACITY UTILIZATION MODEL
NS: MARRON ROAD BUILDOUT PROJECTIONS
EW: JEFFERSON STREET PM PEAK-HEAVY DEMAND
INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY
275 244 451
I
<--'
I
V
I
0 2 2
152----' 1 0'---- 582
87 1 1<---- 355
26----, 0 1,---- 0
V V
1 2 0
<--,
142 40 0 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1800 2000 1800
Northbound 1800 4000 0
Southbound 3240 4000 0
Eastbound 1800 2000 0
-. Westbound 1800 2000 0
VOLUME/CAPACITY RATIO
Left Thru Right
Turn Turn
Northbound 7.9% 1.0% 0.0% -
Southbound - 13.9% 13.0% 0.0%
Eastbound 8.4% 5.7% 0.0%
Westbound 0.0% 46.9% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION
Percent Utilization 86.2%
LEVEL OF SERVICE ----> 0
INTERSECTION CAPACITY UTILIZATION MODEL
NS: MONROE STREET BUILDOUT PROJECTIONS
EW : MARRON STREET AM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 70 174 216
Southbound 168 120 0
Eastbound 0 155 38
Westbound 404 186 358
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 1 0 0 0 0
Southbound 1 0 1 0 0 0 0
Eastbound 1 0 2 0 0 0 0
Westbound 1 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn -
Northbound 1500 1700 ' 0
Southbound 1500 1700 0
Eastbound 1500 ' ' 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru Right
Turn Turn
Northbound 4.7% 22.9% 0.0%
Southbound 11.2% 7.1% 0.0%
Eastbound 0.0% 5.7% 0.0%
Westbound 26.9% ' 16.0% ' 0.0%
10/05/90
INTERSECTION CAPACITY UTILIZATION MODEL
NS: MONROE STREET BUILDOUT PROJECTIONS
EW: MARRON STREET AM PEAK
INTERSECTION TURNING MOVEMENTS/ LANE GEOMETRY
0 120 168
I I
<--' V
I
0 1.1
0----' 1 0'---- 358
155 2 2<---- 186
38----, 0 .1,---- 404
-v
i •i 0
I: I
70 174
I-
216 I
North
LANE GROUP CAPACITY
Left Thru Right
Turn Turn
Default Capacity 1500 1700 1500
Northbound 1500 1700 0
Southbound 1500 1700 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO
. • Left Thru Right
Turn Turn
Northbound 4.7% 22.9% 0.0%
Southbound 11.2% 71% .0.0%
Eastbound 0.0% • 5.7% 0.0%
Westbound 26.9% 16.0% 0.0%
EFFICIENCY LOST FACTOR 0.1
CAPACITY UTILIZATION S •
76.8%. • Percent Utilization
V
LEVEL OF SERVICE -.-> C •
INTERSECTION CAPACITY UTILIZATION MODEL
NS: MONROE STREET BUILDOUT PROJECTIONS
EW: MARRON STREET PM PEAK
TRAFFIC VOLUMES Left Thru Right
(Vehicles per Hour) Turn Turn
Northbound 22 167 203
Southbound 320 333 0
Eastbound 0 199 71
Westbound 321 161 407
INTERSECTION GEOMETRY
(Number of Lanes) L LT T TR R LR LTR
Default Capacity 1500 1500 1700 1700 1500 1500 1500
Northbound 1 0 1 0 0 0 0
Southbound 1 0 1 0 0 0 0
Eastbound 1 0 2 .0 0 0 0
Westbound 1 0 2 0 0 0 0
LANE GROUP CAPACITY Left Thru Right
(VPH of Green) Turn Turn
Northbound 1500 1700 0
Southbound 1500 1700 0
Eastbound 1500 3400 0
Westbound 1500 3400 0
VOLUME/CAPACITY RATIO Left Thru . Right
Turn Turn
Northbound 1.5% 21.8% 0.0%
Southbound 21.3% 19.6% 0.0%
Eastbound 0.0% 7.9% 0.0%
Westbound 21.4% 16.7% 0.0%
10/05/90
I
INTERSECTION CAPACITY UTILIZATION MODEL 1
NS: MONROE STREET " BUILDOUT PROJECTIONS
EW MARRON STREET PM PEAK
INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY
° 333. 3?9
• I:
<--' V
'I
'-->
- b, i i
0----' 1... 0'---- 407.
199_=. 2 2<---- 161
71----, 0 :i ,----'321'
V
1 "1 '0
<--, -
22 167 •
- I
203 I
North
LANE GROUP CAPACITY
Left Thru : Right
Turn Turn : •
•,
:
Default Capacity 1500 1100 1500 .
Northbouid 1500
SouthbOund 1500
1700 0
1700 0
Eastbound 1500 3400 0
WêtbOd 50" '3400 0
VOLUMEIC/PACflY RATIO '. . . •:
Left Thru Right •
Turn, Turn
•
.' Northbound 1.5% 21.8% . 0.0% .
Southbound • 21.3% 19.6% 0.0%
•''. •
• ''th'' "2i14'% 16.7% 0.0%
.•.•• •
•.• .•' I • •
1
EFFICIENCY LOST FACTOR 0.1 . . / -•
CAPACITY UTILIZATION
: 82.4% • Percent Utilization
•
: LEVEL OFSERCE ---->' • 0 • • •
'I
I'
1
I
1
I
$
F]
I
I
I TRAFFIC IMPACT FEE
PROJECTS AND COST ESTIMATES
INTERSECTIONS
$
I
I
Intersection Project Description Estimated
Cost
Cannon Rd. - Interstate 5 Road and Ramp Widening $1,750,000
Signal Installation at Ramp
termini
Cannon Rd - Paseo Del Norte, Add one thru lane in each $435,000
direction
El Camino Real - Alga Road Add dual left turn signal $250,000
modifications
El Camino Real - Cannon Road Add southbound right turn lane $130,000
El Camino Real - Camino Vida Roble Left turn lanes $320,000
El Camino Real - Carlsbad Village Dr. Dual left on El Camino Real. $320,000
El Camino Real - Faraday Ave. Dual left turn lanes on El $710,000
Camino -right turn lanes
eastbound, westbound and
southbound
El Camino Real - Palomar Airport Rd.. Intersection reconstruction. . $1,750,000
Add left turn, thru and right
turn lanes on all legs - phased
construction
El Camino Real - Tamarack Ave. . Close free right turn lane signal $170,000
modification for dual lefts and • left turn phasing. (reimburse
Foote Development)
Faraday Ave. - Orion Street . Traffic Signal $100,000
Faraday Ave. - College Blvd. , . Dual left turn northbound and -0-
southbound . Already
Constructed
Melrose Dr. - Alga Rd. Dual left turn lanes $480,000
- northbound, southbound
eastbound and westbound
Palomar Airport Road - College Blvd. Dual left turn lane southbound $160,000
Palomar Airport Road .:Paseo Del Norte Dual left turns all legs $525,000
TOTAL $7,100,000
ENGINEERING DEPARTMENT MUN1CII&L PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
IENR INDEX FOR LA: 5930 ISheet I of I
[oject Title: CANNON ROAD/INTERSTATE 5 INTERCHANGE jProject No.:
Location: Ref.:
Project Description: RAMP WIDENING (FOUR RAMPS) AND RESTRIPING CANNON ROAD
Estimated By: RICHARD ALLEN Date: 2-27-91 Checked By: Date:
I X Conceotual I Preliminary. I jDesign Final
ITEM
NO. ITEM DESCRIPTION
ESTIMATED I
QUANTITY UNIT
UNIT
PRICE
ITEM
COST
I IMobilization 1 L. S. I $35,000.00 $35,000
2 IClear and Grub I L. S. $50,000.00 $50,000 .
3 1 Remove Curb and Gutter 4,000 L. F. $5.00 S20.000
4 lEmbankment and Import 60,000 .C.Y. $10.00 $600,000
5 Curb and Gutter 4,000 L. F. $10.00 ' 540.000
6 Asphalt Concrete 6 48,000 S. F. $1.30 562.400
7 Aggregate Base I2 56,000 S.F. $1.45 $81,200
8 Stripe and Sign I L. S. $9,000.00 S9.000
9 Traffic Signals - 2 Each $100,000.00 5200.000
10 IT,affic Control I L. S. $20,000.00 S20.000
11 ISlope Planting and Irrigation I L. S. $100,000.00 $100.000
SUBTOTAL CONSTRUCTION $1,217,600
12 1 Design at 8% 1 L. S. 597,408
13 lConstruction Admin.& Inspection at 7% 1 L. S. $85,232
14 1 Contingencies at 25% of Total 1 L. S. I
- J 5350.060
i V Al,L1) I I .D 1, IJ'J,JW
TOTAL PROJECT COST (ROUNDED): $1,750,000
INTERSTATE
L
. -
IMPROVEMENTS:
ADD LANE TO EACH
RAMP AND INSTALL
SIGNALS AT RAMP
TER MI NUS.
ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT -COST ESTIMATE WORK SHEET
IENR INDEX FOR LA: 5930 ISheet I of I
Project Title: CANNON ROAD Project No.:
Location: INTERSTATE 5 TO PASEO DEL NORTE Ref.:
Project Description: WIDEN TWELVE FEET ON BOTH NORTH AND SOUTH SIDES
Estimated By: RICHARD ALLEN Date: 2-27-91 lChecked By: Date:
X lConceptual Preliminary Desin Final
ITEM
NO. ITEM DESCRIPTION
ESTIMATED
QUANTITY UNIT
UNIT
PRICE
ITEM
COST
I Mobilization I L.S. $25,000.00 I S25.000
2 jClear and Grub ' 1 L.S. S15,000.00 $15,000
3 Remove Curb and Gutter 2000 L. F. $5.00 $10,000
4 Excavation and Export 4500 C. Y., $10.00 545.000
5 Curb and Gutter, Type G 1000 L. F. $10.00 510.000 I
6 Asphalt Concrete Pavement (6) 12000 S. F. $1.30 515.600
7 Aggregate Base (12) 14000 S. F. $1.45 520.300
8 7.5w Concrete Driveway 1 L.S. $5,000.00 $5,000
9 ISigning and Striping I L.S. $1,500.00 $1500
10 Traffic Control 1 L.S. $1,500.00 SI.500
11 Slope Planting and Irrigation I L.S. $20,000.00 $20,000
12 Median Curb 500 L. F. $10.00 $5,000 I
13 Stamped Concrete 10800 S. F. $3.00 S32,400
SUBTOTAL CONSTRUTION . $206,300
14 Design at7% 1 L.S. $14.441
15 Construction Admin. & Inspection at 8% 1 L.S. $16,504
16 Right-of-Way 6000 S. F. $15.00 590.000
17 Right-of-Way Acquisition Costs 1 L.S. $20,000.00 $20,000
18 Contingencies at 25% 1 L.S. 586.811
TOTAL COSTl $434,056
TOTAL PROJECT COST (ROUNDED): $435,000
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ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
ENR INDEX FOR LA: 5930 ISheet I of 1
Project Title: EL CAMINO REAL AND ALGA ROAD IMPROVEMENTS Project No.:
Location: EL CAMINO REAL AND ALGA ROAD Ref.:
Project Description: TRAFFIC SIGNAL MODIFICATION, DUAL LEFT TURNS AND MEDIAN IMPROVEMENTS
Estimated By: RICHARD ALLEN Date: 4-15-91 Checked By: 'Date:
X lConceptual I lPreliminary I IDesign lFinal
ITEM . ESTIMATED UNIT ITEM
NO. ITEM DESCRIPTION QUANTITY UNIT PRICE COST
I ITraffic Signal Mod.,Turn lanes & Median I L.S. $250,000
TOTAL COST $250,000
ITOTAL PROJECT COST (ROUNDED): $250,000
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ALGA ROAD
P1 I n I ,
I IMPROVEMENTS
INCLUDE SIGNAL
MODIFICATIQNS TO
rn I A000MODATE DUAL
LEFT TURNS
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ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
IENR INDEX FOR LA: 5930 Sheet 1 of
Project Title: EL CAM INO REAL AND CANNON ROAD INTERSECTION jProject No.:
Location: EL CAMINO REAL AND CANNON ROAD Ref.:
Project Description: RIGHT TURN LANE ON THE SOUTH BOUND SIDE OF EL CAM INO REAL
Estimated By: RICHARD ALLEN Date: 10-30-90 Checked By: Date:
X lConceptual I jPreliminary I IDesign lFinal
ITE
NO. ITEM DESCRIPTION
STIMATED
QUANTITY UNIT
UNIT ITEM
PRICE COST
1 Mobilization 1 L.S. $4,000.00 I $4,000
2 lRelocate Utilities I L.S. $5,000.00 S5.000 j
3 lRemove Curb and Gutter 500 L. F. $5.00 $2,500
4 Excavation/Fill 1100 C. Y. $10.00 $11,000
5 ICurb and Gutter, Type G - 500 L. F. $12.00 $6,000
6 Asphalt Concrete Pavement (5") 180 Ton $35.00 $6,300
7 Aggregate Base (12") 300 Ton $20.00 $6,000
8 4 P.C.C. Sidewalk 2500 S. F. 32.00 35.000
9 Handicapped Ramp 1 Each. $600.00 $600 i.
10 ICurb Inlet, Type "B1" . 1 Each . $3,000.00 S3,000
II Slope Planting and Irrigation 1000 S. F. $1.00 SI,000
12 Signing and Striping 1 L.S. $1,000.00 $1,000
13 Traffic Control . I L.S. $2,000.00 $2,000
14 ITraffic Signal Relocation 1 L.S. $15,000.00 $15,000
SUBTOTAL CONSTRUCTION
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$68,400
15 1 Design at 9% 1 L.S. $6,156
16 Construction Admin.& Inspection at 8% 1 L.S. $5,472
17 Right-of-Way 5000 S.F. $4.00 $20,000
18 Right-of-Way Acquisition Costs 1 L.S. $5,000.00 $5,000
19 Contingencies at 25% of Total I L.S. $26,257
TOTAL COST $131,285 1
ITOTAL PROJECT COST (ROUNDED): $130,000 1
- - - - - I. - - - - - .- - - - - - -
ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
IENR INDEX FOR LA: 5930 Sheet I of I
Project Title: EL CAMINO REAL AND CAMINO VIDA ROBLE INTERSECTION Project No.:
Location: EL CAMINO REAL AND CAMINO VIDA ROBLE Ref.:
Project Description: DUAL LEFT TURN POCKETS ON EL CAMINO REAL
Estimated By: RICHARD ALLEN Date: 3-15-91 Checked By: Date:
X Conceptual Preliminary Desian Final
ITEM i ESTIMATED I UNIT ITEM
NO. 1 ITEM DESCRIPTION QUANTITY UNIT PRICE COST
Mobilization I L. S. $4000.00 54.)
2 Relocate Utilities I I 1 L. S. I $5000.00 S5.0C)
L 3 Remove Curb and Gutter 1500 L. F. 55.00 57.500
4 Excavation/Fill 1100 C. Y. $10.00 1 S11.000
5 Curb and Gutter. Type G 500 L. F. 512.00 1 56.000
6 Median Curb, Type B-2 1000 S. F. 512.00 1 512,000
7 Asphalt Concrete Pavement (5') ISO Ton $35.00 I 56.300
8 Aggregate Base (12) 300 Too $20.00 56.00)
9 4 P.C.C. Sidewalk 2.500 S. F. 52.00 55.000
10 Handicapped Ramp L I Each 5600.00 $600
11 ICurb Inlet, Type B-1 I 1 Each 1 53,000.00 53.000
12 Median Stamped Concrete 1000 S. F. 53.00 53.000
I) ISlope Planting and Irrigation 1000 S. F. 51.00 $1,000
14 ISigning and Striping I L. S. J si.000.00j 51.000
15 ITraffic Control 1 L. S. $2,000.00 52.000
16 ITraffic Signal Relocation I L. S. $15,000.00 S15.000
SUBTOTAL CONSTRUCTION 588.400
17 Design at9% I L. S. 57:956
18 Construction Admin.& Inspection at 8% 1 L. S. 57.0721
19 Right-of-Way 5000 S. F. 54.00 520.000 1
20 Right-of-Way Acquisidais Costa I L.S. 55,000.00 55.0001
21 Contingencies at 25% o(Total 1 L. S. 532.107
TOTAL COST PER LANE $160,535
TWO LEFT TURN LANES: 2 X 5160,535 $321,070
(TOTAL PROJECT COST (ROUNDED): $320,000
ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
ENR INDEX FOR LA: 5930 Isheet I of I
Project Title: EL CAMINO REAL AND CARLSBAD VILLAGE DRIVE INTERS Project No.:
Location EL CAMINO REAL AND CARLSBAD VILLAGE DRIVE Ref.:
Project Description: DUAL LEFT TURN POCKETS ON EL CAMINO REAL
Estimated By: RICHARD ALLEN Date: 3-15-91 Checked By: Date:
X Conceptual i iPreliminary I!Design Final
ITE
NO. - ITEM DESCRIPTION
TIMATED
QUANTITY UNIT
UNIT
PRICE
ITEM
COST
1 Mobilization I 1 L.S. $4.000.00 54.000
2 Relocate Utilities I L.S. 55,000.00 55.000
3 Remove Curb and Gutter 1500 L. F. $5.00 $7,500
4 1 Excavation/Fill 1100 C. Y. $10.00 S11.000
S lCurb and Gutter, Type G 500 L. F. $12.00 $6000
6 IMedian Curb. Type 'B-2' . 1000 S.F. $12.00 $12,000.00
7 Asphalt Concrete Pavement (5) 180 Ton $35.00 $6,300
8 Aggregate Base (12') . 300 Ton $20.00 $6,000 It
9 4' F.C.C. Sidewalk 2500 S. F. $2.00 71 55.000
10 Handicapped Ramp I Each $600.00 $600
II Curb Inlet, Type 'B-I' 1 Each $3,000.00 $3,000
12 Median Stamped Concrete 1000 S. F. . $3.00 $3,000.00
13 Slope Planting and Irrigation 1000 S.F. $1.00 $1,000
.14 Signing and Striping I L.S. $1,000.00 $1,000
15 Traffic Control 1 L.S. $2,000.00 S2,000
16 ITraffic Signal Relocation 1 L.S. $15,000.00 $15,000
SUBTOTAL CONSTRUCTION
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$88,400
17 1 Design at 9% 1 L.S. $7,956
18 Construction Adxnin.& Inspection at 8% . 1 L.S. $7,072
19 Right-of-Way . 5000 S. F. $4.00 $20,000
20 Right-of-Way Achon Costs I L.S. $5,000.00 $5.000
21 Contingencies at 25%.of Total I L.S: - $32,107
TOTAL COST PER LANE $160,535
TWO LEFT TURNS: 2 X $160,535 $321,070.00
ITOTAL PROJECT COST (ROUNDED): $320,000 I
- - - - - - - - - - -. - -. - - - - - -
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ENG[NEERJNG DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
!ENR INDEX FOR LA: 5930 ISheet I of 1
jProject Title: FARADAY AVENUE AND EL CAMINO REAL INTERSECTION 1 Project No.: -
ation: FARADAY AVENUE AND EL CAMINO REAL Ref.: - ----
Project Description: RIGHT TURN LANES ON BOTH LEGS OF FARADAY & NORTH LEG OF EL CAMINO REAL
,- RtCt-L&Qfl Al I PkJ fl,te- Ifl-lfl-Qfl lChecked Date:
ITEN
NO. ITEM DESCRIPTION
ESTIMATED
QUANTITY UNIT
UNIT ITEM
PRICE COST
I Mobilization I L.S. S4.000.00 I $4,000
2 lRelocate Utilities I L.S. 55,000.00 i $5000
3 lRemove Curb and Gutter 500 L. F. $5.00 52.500
4 Excavation/Fill 1100 C. Y. $10.00 $11,000
5 ICurb and Gutter, Type 0' 500 L. F. $12.00 $6000]
6 jAsphalt Concrete Pavement (5') 180 Ton $35.00 $6,300
7 jAggregate Base (12') 300 Ton $20.00 $6,000
8 4' P.C.C. Sidewalk 2500 S. F. $2.00 55.000
9 Handicapped Ramp I Each $600.00 1 S600
10 ICurb Inlet, Type 'B-I I Each $3,000.00 S3,000
11 jSlope Planting and Irrigation 1000 S. F. 51.00 51.000
12 Signing and Striping I L.S. $1,000.00 $1,000
13 Traffic Control 1 L.S. $2,000.00 $2,000
14 Traffic Signal Relocation I L.S. $15.00000 $15,000
SUBTOTAL CONSTRUCTION
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' $68,400
15 Design at 9% 1 L.S. . 56.156
16 Construction Admin.& Inspection at 8% 1 L.S. $5,472
17 Right-of-Way 5000 S. F. $4.00 $20,000
18 Right-of-Way Acquisition Costa 1 L.S. $5,000.00 $5,000
19 Contingencies at 25% of Total I L.S. 526.257
TOTAL COST PER LANE $131,285
THREE RIGHT TURNS: 3 X $131,285 = $393,855
TWO LEFT TURNS: 2 X $160,535 = (SEE PREVIOUS COST EST. SHEET FOR DETAILS) S321,070
TOTAL COST $714,925
TOTAL PROJECT COST (ROUNDED): $710,000 I
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ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
ENR INDEX FOR LA: 5930 Sheet I of I
Project Title: EL CAMINO REAL AND PALOMAR AIRPORT ROAD jProject No.:
Location: INTERSECTION PLUS 1000 FEET OF EACH LEG Ref.:
Project Description: REBUILD AND WIDEN INTERSECTION
Estimated By: RICHARD ALLEN Date: 3-22-91 Checked By: Date:
X Conceptual Preliminary :Design - Final
ITEM I
NO. ITEM DESCRIPTION
ESTIMATED
QUANTITY UNIT
UNIT ITEM
PRICE COST
1 iMobilizaLion I L.S. $25,000.00 I S25.000
2 Relocate Utilities I L.S. $50000.00 S50.000 1
3 Remove Curb and Gutter 2,000 L. F. $5.00 $10000
4 lRemove Sidewalk 15,000 S.F. $1.00 515.000
5 1Remove Pavement 40,000 S.F. $1.50 S60,000
6 Remove & Rehabilitate Pavement 10,000 S.F. $5.00 550,000
7 Grading (Cut & Fill) 15,000 C. Y. $7.00 $105.0001
8 lCurb and Gutter, Type G 6,000 L. F. $10.00 560.000
9 IMedian Curb, Type B-2 6,000 L. F. S10.00 $60000
10 jPavement (6 A.C. & 20 A.B.) 110,000 S.F. $2.80 5308.0001
11 4 P.C.C. Sidewalk 30,000 S.F. $2.00 560.000 I
12 Handicapped Ramp 4 Each $750.00 S3.000
13 Streetlight 12 Each $3,000.00 536,000
14 Median Stamped Concrete 35,000 S.F. $3.00 5105.000
15 Median Landscaping and Irrigation 20,000 S.F. $3.00 S60.000
16 Slope Planting and Irrigation 70,000 11 S.F. $1.00 $70,000
17 Signing and Striping I L.S. $5,000.00 $5,000
18 Traffic Signal Modification 1 L.S. $50,000.00 $50,000
19 Utility Undergrounding I L.S. 5100,000.00 5100,000
20 Traffic Control I L.S. $25,000.00 $25000
SUBTOTAL CONSTRUCTION $1,257,000
25 [Design at 6% 1 [ L.S. $75,420
26 Constrtiction Adnñ.& Inspection at 5% L.S. $62,850
29 Contingencieaat25% of Total I [ L.S. L $348,818.
TOTAL COST $1,744,088
ITOTAL PROJECT COST (ROUNDED): $1,750,000
Ld
RT ROAD
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ENGINEERING DEPARTMENT MUNICIPAL PROJECTS D[VISION
PROJECT COST ESTIMATE WORK SHEET
ENR INDEX FOR LA: 5930 Sheet I of
Project Title: TAMARACK AVENUE AND EL CAMINO REAL INTERSECTION Project No.:
Location: TAMARACK AVENUE AND EL CAMINO REAL Ref.:____________________
Project Description: DUAL LEFT TURN POCKETS WESTBOUND, CLOSE FREE RIGHT
Estimated By: RICHARD ALLEN Date: 3-15-91 ICbecked By: Date:
X Conceptual Preliminary Design Final
ITE
NO. ITEM DESCRIPTION
ESTIMATED
QUANTITY UNIT
UNIT
PRICE
ITEM
COST
I 'Mobilization 1 L.S. $10,000.00 SI0.000
Relocate Utilities I L.S. $5,000.00 S5.000
3 lRemove Curb and Gutter 1500 L. F. $5.00 $7,500
4 Excavation/Fill 1100 C. Y. $10.00 $11,000
5 Curb and Gutter, Type G 1500 L. F. $12.00 SI8,000
6 Asphalt Concrete Pavement (5') ISO Ton $35.00 56.300 t
7 Aggregate Base (12') 300 Ton $20.00 $6,000
8 4 P.C.C. Sidewalk 2500 S.F. $2.00 S5.000
9 Handicapped Ramp 1 Each 5600.00 5600
10 Curb Inlet, Type 'B-I' 1 Each $3,000.00 53.000
11 Slope Planting and Irrigation 1000 S. F. $1.00 51.000
12 Signing and Striping 1 L.S. $1,000.00 $1,000
13 Traffic Control 1 L.S. $2,000.00 $2,000
14 Traffic Signal Relocation I L.S. 520,000.00 520,000
SUBTOTAL CONSTRUCTION $96,400
IS Design at 9% 1 L.S. $8,676j
16 Construction Admin.& Inspection at 8% 1 L.S. $7,712
17 Right-of-Way 5000 S. F. $4.00 -'$20,000
18 Right-of-Way Acquisition Costs 1 L.S. 55,000.00 $5,000
19 Contingencies at 25% of Total I L.S. $34,447
TOTAL COST $172,235
TOTAL PROJECT COST (ROUNDED): $170,000 1:
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AVENUE
I ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION-
PROJECT COST ESTIMATE WORK SHEET
I
- ENR INDEX FOR LA: 5930 ISheet I of
I Project Title: FARADAY AVENUE AND ORION STREET TRAFFIC SIGNAL Project No.:
Location: FARADAY AVENUE AND ORION STREET Ref.:
Project Description: TRAFFIC SIGNAL MODIFICATIONS TO ACCOMODATE DUAL LEFT TURNS
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Estimated By: RICHARD ALLEN Date: 4-15-91 lChecked By: Date:
X lConceptual jPreliminary I IDesign I iFinal
ITEM
NO. ITEM DESCRIPTION
ESTIMATED
QUANTITY UNIT
UNIT
PRICE
ITEM
. COST
I ITraffic Signal L.S. S71,500
L 2 1 Design at 7% L.S. S5.005
3 lConstruction Admin. & Inspection at 8% L.S. S5.720
4 lContingencies at 25% • L.S. J 517.875
T1
WAY
II II -
I II
II II
II
I II
H H IMPROVEMENTS:
TRAFFIC SIGNAL TO
II II BE INSTALLED AT
INTERSECTION
1111
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II II
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II II
II II
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ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
ENR INDEX FOR LA: 5930 Sheet I of
Project Title: MELROSE AVENUE AND ALGA ROAD INTERSECTION jProject No.:
Location: MELROSE AVENUE AND ALGA ROAD Ref.:
Project Description: DUAL LEFT TURN POCKETS AT ALL LEFT TURN POCKETS
Estimated By: RICHARD ALLEN IDate: 3-15-91 jCbecked By: Date:
X Cónceotual I Preliminary j IDesign Final -
ITEM
NO. ITEM DESCRIPTION T
I
ESTIMATED
QUANTITY
.
UNIT
UNIT
PRICE
ITEM
COST
Mobilization 1 L.S. $4000.00 54.000
2 iRelocate Utilities 1 L.S. $5,000.00 $5,000
3 lRemove Curb and Gutter 1500 L. F. $5.00 $7,500
4 Excavation/Fill 1100 C. Y. $10.00 $11,000
5 ICurb and Gutter, Type G 500 L. F. $12.00 $6,000
6 IMedian Curb, Type 'B-2' 1000 S.F. $12.00 $12,000
7Asphalt Concrete Pavement (5') 180 Ton $35.00 $6,300
S Aggregate Base (12') 300 Ton $20.00 $6.000
9 4' P.C.C. Sidewalk 2500 S.F. $2.00 S5,000
10 Handicapped Ramp 1 Each $600.00 5600
11 Curb Inlet, Type 'B-I' 1 Each $3,000.00 S3.000
12 Median Stamped Concrete 1000 S.F. $3.00 $3,000
13 Slope Planting and Irrigation 1000 S.F. $1.00 $1,000
14 Signing and Striping I L.S. $1,000.00 $11000
15 Traffic Control I L.S. $2,000.00 $2,000
16 Traffic Signal Relocation 1 L.S. $15,000.00 $15,000
SUBTOTAL CONSTRUCTION $88,400
17 IDesign at 9% 1 L.S. $7,956
18 lCortstruction Admin.& Inspection at 8% 1 L.S. $7,072
19 Right-of-Way 5000 S.F. $4.00 $20,000
20 Right-of-Way AcquisiXa Coats 1 L.S. $5,000.00 $5,000
21 Contingencies at 25% at Total I L.S. _____________
$32,107
TOTAL COST $160,535
THREE DUAL LEFT TURNS: 3 X $160,535 $481.605]
TOTAL PROJECT COST (ROUNDED): $480,OOOJ
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ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
ENR INDEX FOR LA: 5930 jSheet I of I
Project Title: PALOMA.R AIRPORT ROAD & COLLEGE BOULEVARD INTERSECTION LProject No.:
Location: PALOMAR AIRPORT ROAD AND COLLEGE BOULEVARD jRef.:
Project Description: DUAL LEFT TURN POCKET AT SOUTH BOUND COLLEGE BOULEVARD
Estimated By: RICHARD ALLEN Date: 3-15-91 JChecked By: Date:
X Conceptual [ Preliminary I IDesign I IFinal
ITEM
NO ITEM DESCRIPTION
ESTIMATED
QUANTITY
.
UNIT
UNIT
PRICE
ITEM
COST
I Mobilization 1 L.S. $4,000.00 $4,000
2 Relocate Utilities 1 L.S. . 55,000.00 $5,000
3 Remove Curb and Gutter 1500 L.F. . $5.00 57.500
4 Excavation/Fill 1100 C. Y. s10.00f $11,000
5 Curb and Gutter, Type G 500 L.F. $12.00 56,000
6 Median Curb, Type 'B-2' 1000 S.F. $12.00 $12,000
7 Asphalt Concrete Pavement (5') 180 Ton $35.00 $6,300
8 lAggregate Base (12') 300 Ton $20.00 $60001
9 4' P.C.C. Sidewalk 2500 S. F. $2.00 $5,000
10 Handicapped Ramp 1 Each $600.00 $600
11 Curb Inlet, Type 'B-I' 1 Each $3,000.00 53.000
12 Median Stamped Concrete 1000 S. F. $3.00 $3,000
13 Slope Planting and Irrigation 1000 S. F. $1.00 51.000
14 Signing and Striping I L.S. $1,000.00 51.000
15 Traffic Control 1 L.S. $2,000.00 $2,000
16 Traffic Signal Relocation I L.S. $15,000.00 $15,000
SUBTOTAL CONSTRUCTION
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$88,400
17 Design at 9% 1 L.S. $7,956
18 Construction Admin.& Inspection at 8% 1 L.S. $7,072
19 Right-of-Way 5000 S. F. $4.00 $20,000
20 Right-of-Way Acquisition Costs 1 L.S. $5,000.00 $5,000
21 Contingencies at 25% of Total I L.S. $32,107
TOTAL COST. $160,535
TOTAL PROJECT COST (ROUNDED): $10,000
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ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
IENR INDEX FOR LA: 5930 Sheet 1 of I
I Project Title: PALOMAR AIRPORT ROAD AND PASEO DEL NORTE INTERSECTION Project No.:
Location: PALOMAR AIRPORT ROAD AND PASEO DEL NORTE Ref.:
Project Description: DUAL LEFT TURN POCKETS - ALL LEGS OF INTERSECTION
Estimated By: ROBERT JOHNSON Date: 5-8-91 Checked By: Date:
X lConceptual Preliminary I IDesign Final
ITEM I
NO. ITEM DESCRIPTION
ESTIMATED
QUANTITY
i
UNIT
UNIT
PRICE
ITEM
COST
1 IMobilization - 1 L.S. $40,000.00 $40000
2 lRelocate Utilities 1 L.S. $100,000.00 5100.000
3 lRemove Curb and Gutter 800 L.F. $5.00 $4,000
4 1 Remove Sidewalk . 3000 S.F. $1.00 $3,000
5 lRemove Pavement 1000 S.F. $1.50 $1,500
6 Curb & Gutter, Type G 500 L. F. $10.00 $5,000
7 Median Curb, Type B-2 2000 L. F. $10.00 $20,000
8 Asphalt Concrete Pavement (5W ) 200 Ton $35.00 $7,000
9 Aggregate Base (12) 400 Ton $20.00 $8,000
10 4 P.C.C. Sidewalk 2500 S.F. $2.00 S5.000
Ii 7.5 Concrete Driveway 2 Each 2000 $4,000 11
12 Handicapped Ramp 4 Each $1,500.00 $6,000
13 Curb Inlet, Type B-1 4 Each $3,000.00 $12,000
14 Median Stamped Concrete 6000 S.F. $3.00 $18,000
15 Median Landscaping and Irrigation 1 L.S. 5000 55.000
16 Signing and Striping I L.S. $6,000.00 $6,000
17 Traffic Control . I L.S. $15,000.00 515.000 11
18 Traffic Signal I L.S. $100,000.00 5100,000
SUBTOTAL CONSTRUCTION $359,500
19 Design at 10% 1 L.S. $35,950
20 Construction Admin.& Inspection at 10% I L.S. $35,950
21 Contingencies at 20% of Total I L.S. $86,280
TOTALCOS1I $517,680
lTOTL PROJECT COST (ROUNDED): $525,000
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PALOMAR AIRPORT R OAD
TRAFFIC IMPACT FEE
PROJECTS AND COST ES11MATES
ROADWAY SEGMENTS
Prolect Description Cost
Alga Road Widen south side from
Mimosa Drive to El Camino Real
$ 300,000
Avenida Encinas Widen south of
Palomar Airport Road
525,000
Carlsbad Boulevard Widen from Manzano Drive to
600 ft. north of Cannon Road
2,100,000
Carlsbad Village Drive Widen from Pontiac Drive to
Victoria Avenue
1,360,000
Carlsbad Village Drive* Widen east of El Camino Real 450,000
El Camino Real Widen from Tamarack Avenue to
Chestnut Avenue
1,760,000
El Camino Real Widen from La Costa Avenue to
Arenal Road
450,000
La Costa Avenue Widen from 1-5 to El Camino Real . 6,710,000
La Costa Avenue* Mitigation for widening 765,000
Leucadia Boulevard** Construct from existing terminus
east to El Camino Real
3,500,000
Olivenhain Road &
Rancho Santa Fe Rd. **
Widen from El Camino Real to
Melrose Drive
6,000,000
1 2. Poinsettia Lane Widen from 1-5 to Batiguitos Lane 1,870,000
TOTAL $25,790,000
*Construction completed -
**Ijty contribution only—not full project
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ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIViSION
PROJECT COST ESTIMATE WORK SHEET
INDEX FOR LA: 5930 ISheet I of I
Project Title: ALGA ROAD -
Project No.:
Location: MIMOSA DRIVE TO EL CAMINO REAL Ref.:
Project Description: ADDITION OF ONE THRU LANE AND BIKE LANE ON THE SOUTH SIDE
Estimated By: RICHARD ALLEN Date: 10-30-90 IChecked By: Date:
Final
ITEM
NO. ITEM DESCRIPTION
ESTIMATED
QUANTITY UNIT
UNIT
PRICE .
ITEM
COST
I Mobilization I L.S. S15.000.00 1 $15,000
2 Relocate Utilities 1 { L.S. $10,000.00 $10,000
3 l Remove Curb and Gutter 1250 L. F. $5.00 $6250
4 Excavation/Fill . 2000 C. Y. $10.00 520.000
5 Curb and Gutter. Type G 1250 L.F. $12.00 $15000
6 Asphalt Concrete Pavement (5) 400 Ton 535.00 514.000
7 Aggregate Base (12*) 700 Ton $20.00 514.000
8 4 P.C.C. Sidewalk 6300 S.F $2.00 512.600
9 lHandicapped Ramp 4 Each $00.00 $2,400
10 ICurb Inlet, Type B-I 2 Each $3,000.00 $6,000
11 Slope Planting and Irrigation 10000 S.F. $1.00 510.000
12 Signing and Striping I L.S. $5,000.00 55.0001
13 Traffic Control I I I L.S. 57,500.00 .57.500.J
14 Traffic Signal Relocation I L.S. $25,000.00 525.000
SUBTOTAL CONSTRUCTION $162,750
15 Design at 9% 1 L.S. $14,648
16 Construction Admin.& Inspection at 8% 1 L.S. 513.020
17 Right-of-Way ' 10000 S.F. $4.00 540.000
18 Right-of-Way Acquisition Costa I L.S. $10,000.00 $10,000
19 Contingencies at 25% of Total I L.S. $60,104
TOTAL COST $300.5J
TOTAL PROJECT COST (ROUNDED): $300,000 1
PROJECT LOCATION MAP
W
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ALGA ROAD
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cx:
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CENTER
CAPITAL PROJECT DESCRIPTION
ALGA ROAD ,
Project Title - -
-
PROJECT LOCATION
Mimosa Drive to El Camino Real.
PROJECT DESCRIPTION -
Add one thru lane and a bike lane to the south side of Alga Road.
Construct curb & gutter, sidewalk, handicap ramp, base & asphalt
paving. -
PROJECT NEED
Required to meet Growth Management Standards.
- . PROJECT FUNDING
TOTAL PROJECT QT: $300 000 -
Fiscal T.r 1991-92 1992-93 1993-94 - 1994-95 1995-96 996-2001 2001.
FundifW Source - HF .
Pwpose _______________ DesiqnJCoosirtt.
Amo
-
z,t - - *300.000
operating Costs
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ENGINEERING DEPARTMENT MUNTCrPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
EN'R INDEX FOR LA: 5930 ISheet 1 of I
Project Title: AVENIDA ENCINAS . Project No.:
Location: PALOMAR AIRPORT ROAD TO 2700 FEET SOUTH Ref.:
Project Description: WIDEN WEST SIDE OF STREET TO COMPLETE TO STANDARD
Estimated By: RICHARD ALLEN Date: 10-31-90 lChecked By: Date:
X Conceptual I jPreliminary I jDesign Final
ITEM I .
NO. I ITEM DESCRIPTION'
ESTIMATED
QUANTITY
1
UNIT
.UNIT ITEM
PRICE COST
1 Mobilization I L.S. $35,000.00 S35.000
2 lFill' 8,000 1 C. Y. $7.00 S56.000
3 jCurb and Gutter, Type 0 2,700 L.F. , $12.00 $32,400
4 lAsphalt Concrete Pavement (4) 1,940 Ton $35.00 S67.900
5 jAggregate Base (12) ' 6,000 Ton $20.00 $120,000
6 4 P.C.C. Sidewalk 13,500 S. F. $2.00 $27,000
7 Streetlight .. " 5 Each $3,000.00 $15,000
8 Signing and Striping. I L.S. $5,000.00 $5,000
9 Traffic Control 1 L.S. $5,000.00 $5,000
SUBTOTAL CONSTRUCTION 0 $363,300
10 Design at 8% 1 L.S. . . $29,064
11 lConstruction Adrnin.& Inspection at 7% 1 L.S. $25,431
12 1 Contingencies at 25% of Total ' I L.S. 5104.449
LU'! AL LOS LI ' Lz,zq4
[TOTAL PROJECT COST (ROUNDED): $525,000 I
CAPITAL PROJECT DESCRIPTION S
AVENIDA ENCINAS WIDENING
Project Title
PROJECT LOCATION MAP
PROJECT -
\
13
P4 t A
0444,? AIRPORT ROAD
M co
S
\
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rn
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PROJECT LOCATION
South of Palomar Airport Road adjacent to the AT&SF Railway prop rty.
PROJECT DESCRIPTION
Widen street on the west side to secondary arterial standards.
Construct curb and gutter, base and asphalt paving.
PROJECT NEED
Widen street to secondary arterial standards to provide adequate
capacity for future traffic.
PROJECT FUNDING
TOTAL PROJECT ST: $525000
ri.c.t Year 1991-92 1992-93 1993-94 1994-95 1993-96 1996-2001
rLlsiing Soisce S I TIF
Purpose OesiqnjConstnxt. S
AmKxmt S $525000
Operating Costs
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ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
IENR INDEX FOR LA: 5930 Sheet I of I
Project Title: CARLSBAD BOULEVARD I Project No.:
Location: MANZANO DRIVE TO 600 FEET NORTH OF CANNON ROAD Ref.:
Project Description: REBUILD AND WIDEN TO FOUR LANES WITH MEDIAN
Estimated By: RICHARD ALLEN bate: 3-22-91 Checked By: Date:
X lConceptual I 1preliminary I IDesign I IFinal
ITEM
NO. ITEM DESCRIPTION
ESTIMATED
QUANTITY UNIT
UNIT - ITEM
PRICE COST
I Mobilization I L.S. $100,000.00 SI00.000
2 lRelocate Utilities I L.S. 5100.000.00 5100.000
3 1 Remove Curb and Gutter 3.000 L.F. $5.00 $15,000
4 lRemove Pavement 40,000 S. F. $1.50 $60,000
5 Excavation 15,000 C. Y. $10.00 $150,000
6 Fill 5,000 C. Y. $5.00 $25,000
7 Curb and Gutter, Type G 6,400 L. F. $10.00 S64.000
8 Median Curb, Type "B-2 6,400 L. F. S10.00 564.000
9 Asphalt Concrete Pavement (5) 6,000 Ton $35.00 $210,000
10 Aggregate Base (I2) 15,000 Ton $20.00 . $300,000
II 4 P.C.C. Sidewalk 32,000 S. F. $2.00 S64.000
12 5.5' Concrete Driveway 20 Each $500.00 510.000
13 Handicapped Ramp 4 Each $750.00 $3.0001
14 Curb Inlet, Type 'B-I' 4 Each $3,000.00 $12.000
15 Streetlight 6 Each $3,000.00 $18,000
16 Median Stamped Concrete 30,000 S. F. $3.00 $90,000
17 Median Landscaping and Irrigation 10,000 S.F. $10.00 $100.000
18 Signing and Striping 1 L.S. $5,000.00 $5,000
19 ITraffic Control I L.S. $25,000.00 $25,000
SUBTOTAL CONSTRUCTION $1,415,000
20 Design at8% L.S. $113,200
21 Construction Admin. & Inspection at 7% L.S. . $99,050
22 Contingencies at 25% of Total L.S. $406,813
TOTAL COS1 $2,034,063
TOTAL PROJECT COST (ROUNDED): $2,100,0001
CAPITAL PROJECT DESCRIPTION
CARLSBAD BOULEVARD WIDENING
Project Tftle
[ROJECT LOCATION MAP
CANNON ROAD
LU I...
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cc
cc cc
CEREZO DRIVE
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CO 0 .0
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MANZANO DRIVE.
1"PROJECT
PROJECT LOCATION
From Manzano Drive to Cannon Road:
PROJECT DESCRIPTION
Widen Carlsbad Boulevard from two lanes to four lanes with a center
raised median (major arterial). Construct curb and gutter, stamped
concrete and landscaping and streetlights.
PROJECT NEED
Required to meet Growth Management Standards and the Circulation
Element of the General Plan.
PROJECT FUNDING
TOTAL PROJECT COST: $2. 100000
Fiscal Year 1991-92 1992-93 1993-94 1994-95 1995-96 .1996-2001 2001*
Funding Source • . TIF
Purpose • _______________ _______________
• . Construction
Amoint - s2_000.000
Operating Costs ____
/
— — — — — — —
•
— — — — — — — — — — — =
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ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
Project Title: CARLSBAD VILLAGE DRIVE jProject so.:
Location: PONTIAC DRIVE TO EAST OF VICTORIA STREET Ref.:
Project Description: CONSTRUCT HALF STREET WIDENING ON EAST SIDE
Estimated By: RICHARD ALLEN Date: 3-13-91 Checked By: Date:
X iConcentual I lPreliminary I Desien Final
ITEM
NO. ITEM DESCRIPTION
ESTIMATED
QUANTITY UNIT
UNIT
PRICE I
ITEM
COST
I Mobilization S 1 L.S. $25000.00 S25.000
2 lClear and Grub 1 L.S. $50,000.00 $50,000
3 lExcavation 5,000 C.Y. $3.00 SI5.000
4 Fill (Import) 50,000 C.Y. $8.00 $400000
5 Curb and Gutter, Type G 3,300 L. F. SI0.00 $33000
6 Median Curb, Type 'B-2 2,000 L. F. $10.00 $20,000
7 Asphalt Concrete Pavement (4*) 2,280 Ton $35.00 $79,800
8 Aggregate Base (I0) 5,934 Ton $18.00 $106,812
9 4 P.C.C. Sidewalk 16,500 S. F. $2.00 $33,000
10 30' R.C.P. 100 L. F. $120.00 $12,000
11 Curb Inlet, Type "B-I" 2 Each $3,000.00 $6,000
12 Streetlight 6 Each .$3,000.00 $18,000
13 Metal Beam Guardrail 900 L. F. $30.00 $27,000
14 Slope Planting and Irrigation 130,000 S. F. $1.00 $130,000
15 jSigning and Striping I L.S. $2,000.00 $2,000
16 LTraffic Control I L.S. $10,000.00 $10,000
SUBTOTAL CONSTRUCTION $967,612 1
17 Design at 7% 1 L.S. $67,733
18 Construction Admin.& Inspection at 5% 1 L.S. $48,381
19 Contingencies at 25% of Total I L.S. L $270,931
TOTAL COS1] 1,34,3/
ITOTAL PROJECT COST (ROUNDED): $1,360,000
-
CAPITAL PROJECT DESCRIPTION
ELM AVENUE WIDENING
Prolect Title
PROJECT LOCATION MAP
PROJECT
ELM AVENUE 0
1
I>
icc Jo
1° 1< MEDIA
z
0
PROJECT LOCATION
From 200 feet east of Pontiac Drive to 200 feet east of Victoria Street.
PROJECT DESCRIPTION
Widen street to full secondary arterial standards; street is currently
I only half-width. Construct curb & gutter, sidewalk, streetlights, median
curb, base and asphalt pavement.
A special feature will be a split-level road with arriediari Just north of
Victoria Street in order to save existing Eucalyptus trees which will
remain in the median.
PROJECT NEED
Required to meet Growth Management Standards and the Circulation
Element of the General Plan.
PROJECT FUNDING . .
TOTAL PtOJECT COST: $I360_000
risc.t Year 1991-9? . 1992-93 1993-94 - - .1994-95 1995-96 1996-2001 2001.
Ft,vJirq Source I • hr
purpoee . . . -.
. DesiqrJCanstruct.
Amount
- . $1360000
Operating Costs - - 0 • 0 _______________
ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
J ENR INDEX FOR LA: 5930 ISheet 1 of
Project Title: EL CAMINO REAL Project No.:
Lation: TAMARACK AVENUE TO CHESTNUT AVENUE Ref.:
Project Description: WIDEN TO SIX LANES - ADD ONE LANE EACH DIRECTION
Estimated By: RICHARD ALLEN Dte: 10-31-90 lChecked By:
X Conceptual I jPreliminary Design . I Final
ITEM
NO. I ITEM DESCRIPTION
.IESTIMATED
QUANTITY UNIT
UNIT 1 ITEM
PRICE COST
1 iMobilization I L.S. $50,000.00 550.000
2 Clear and Grub 1 L.S. $15,000.00 515.000
3 lExcavation and Export 72,000 C. Y. $10.00 S720.000
4 ICurb and Gutter, Type G' 2,400 L. F. $10.00 524.000
5 Asphalt Concrete Pavement (6') 1,730 Ton $35.00 $60550
6 Aggregate Base (12') 3,800 Ton $20.00 S76.000
7 4 P.C.C. Sidewalk 14,000 S. F. $2.00 $28000
8 Brow Ditch 2,400 L. F. $10.00 $24,000
9 Streetlight 10 Each $3,000.00 $30,000
10 Slope Planting and Irrigation 108,000 S. F. $1.00 5108.000
11 Signing and Striping I L.S. $5,000.00 $5,000
12 Traffic Control 1 L.S. $15,000.00 . $15,000
SUBTOTAL CONSTRUCTION $1,155,550
13 Design at 6% 1 L.S. $69,333
14 Construction Admin.& Inspection at 5% 1 L.S. $57,778
IS Right-of-Way . 140,000 S. F. $0.80 S112.000
16 Right-of-Way Acquisition Costs 1 L.S. $10,000.00 $10,000
17 Contingencies at 25% of Total I L.S.
- - - -
$11 65
1U1ALIWII .)t,I,ouj
TOTAL PROJECT COST (ROUNDED): $1,760,000
PROJECT LOCATION MAP
\ ,PROJECT
CAPITAL PROJECT DESCRIPTION'
EL CAMINO REAL WIDENING (TAMARACK AVE. TO CHESTNUT AVE.
Project Title
PROJECT LOCATION - -
Portions of El Camino Real from Tamarack Avenue to Chestnut Avenue.
PROJECT DESCRIPTION -
Add the outside lane to widen street to full prime arterial standards.
Widen west side approximately 1200 ft. in length and east side
approximately 600 ft. in length. Construct curb & gutter, sidewalk,
base, and asphalt pavement and streetlights.
PROJECT NEED
To complete widening to prime arterial standards where no developers
are likely to develop and to improve the road capacity.
PROJECT FUNDING .• -
TOTAl. PROJECT COST: S1.760,O00 - .
Fiscal year 1991-92 1992-93 1993-94 1994-95 1995-96 1996-2001 2001.
Funding Source TIF. -
Purpose Construction -
Aunt . S1110000
Operating Costs
a - - -
ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIViSION
PROJECT COST ESTIMATE WORK SHEET
IENR INDEX FOR LA: 5930 ISheet 1 of I
Project Title: EL CAMINO REAL jProject No.:
Location: LA COSTA AVENUE TO ARENAL ROAD Ref.:
Project Description: WIDEN BY ADDING SOUTHBOUND LANE
Estimated By: RICHARD ALLEN Date: 10-31-90 IChecked By: Date:
X lConceaual I lPreliminary Design iFinal
ITEM
NO. ITEM DESCRIPTION
ESTIMATED
QUANTITY UNIT
UNIT
PRICE
ITEM
COST
1 Mobilization 1 L. S. $25,000.00 S25.000
2 Clear and Grub I L. S. 525.000.00 $25000
3 . Curb and Gutter, Type 0 2400 L. F. $10.00 $24,000
4 Asphalt Concrete Pavement (5) 1730 Ton $35.00 $60550
5 Aggregate Base (12) 3800 Ton $20.00 $76,000
6 4 P.C.C. Sidewalk 14000 S. F. $2.00 $28000
7 Brow Ditch 2000 L. F. $10.00 $20,000
8 Streetlight 10 Each $3,000.00 S30,000
9 ISlope. Planting and Irrigation I L. S. $10,000.00 $10,000
10 1 Signing and Striping 1 L. S. $5,000.00 55.000
11 ITraffic Control I L.S. $10,000.00 $10,000
SUBTOTAL CONSTRUCTION $313,550
12 Design at 8% . . 1 L. S. S25,084
13 Construction Admin.& Inspection at 6% 1 L. S. S18.813
14 Contingencies at 25% of Total 1 L. S. I $89,362
TOTAL cOSil $446,809
/
TOTAL PROJECT COST (ROUNDED): $450,0007
CAPITAL PROJECT DESCRIPTION
EL CAMINO REAL WIDENING (LA COSTA AVE. TO ARENAL RD.)
Project Title
PROJECT LOCATION MAP
'—I
- ALGA ROAD
ARENAL ROAD
PROJECT
LA COSTA AVENUE
V . H
PROJECT LOCATION
From La Costa Avenue to Arenal Road.
0
PROJECT DESCRIPTION
Add the southbound lane for a length of approximately 600 ft. to widen
the street to full prime arterial standards. Construct curb & gutter,
sidewalk, base, and asphalt pavement and streetlights.
PROJECT NEED
To complete widening to prime arterial standards where no developers
are likely to develop and to improve the road capacity.
PROJECT FUNDING
TOTAl. PROJECT CT: S450000
Fiscal Year 1991-92 1992-93 1993-94 1994-95 . 1995-96 1996-2001 2001+
Fielding Source . TIF
Purpose -7-
Des Desii/ConstruCt.
Amo
i,lt . -
. .. S450,000 .V V
Operating Costs $16350
-- V.-M WK - U . . — — aim
ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
LA COSTA AVENUE
From 1-5 to El Can-ino Real Estimated By: Richard Allen
Date 10-30-90
DESIGN ENGINEER'S ESTIMATE:
1-19-89 Construction Cost = $4,798,379
(Enr LA Index = 5773)
Current Enr LA Index 5988
5988 = 10372 5773
1.0372 x4,798,379 = $4,977,081
Round to $5,000,000 Const. Cost
Design @ 5.3% 265,000
Design & Contract Admin. 115,000
&Insp. @2.3%
Contingency @ 15% of Const. 750.000
$6,130,000
Right-of-Way Cost 580,000
$6,710,000
TOTAL PROJECT COST $6,710,000
CAPITAL PROJECT DESCRIPTION
LA COSTA AVENUE WIDENING
Project Title
PROJECT LOCATION MAP
Cc
LA COSTA
_-
0 !AVENUE
PROJECT <
PROJECT LOCATION
From Interstate 5 northbound ramps along the south side of Batiquttós
LagoontoEl Camino Real.
PROJECT DESCRIPTION
Widen La Costa Avenue to a four-lane major arterial for a distance of
approximately 7,500 feet. Construct new asphalt pavement, curb &
gutter, sidewalks, median and street lighting. -
PROJECT NEED
Required to meet Growth Management Standards.
PROJECT FUNDING
TOTAL PROJECT ST: $6,710.000
Fi.cat Year 1991-92 1992-93 1993-94 1994-95
Funding Source Tir
Purpose _______________
Construct ion
Moi,t - S6,710,000
Operating Costs
1995-96 1996-2001 2001.
-Eli - - - J) - - -- -
ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
IENR INDEX FOR LA: 5930 ISheet I of
Project Title: LEUCADIA BOULEVARD Project No.:
ILocation: EXISTING LEUCADIA BOULEVARD EASTBOUND TO EL CAMINO REALRef.: -
Project Description: CONSTRUCT A FOUR LANE MAJOR ARTERIAL STREET - CITY CONTRIBUTION
Estimated By: RICHARD ALLEN Date: 4-15-91 lChecked By: i Date:
X Conceptual j lPreliminary I I Design I l Final
IITEM I
NO. ITEM DESCRIPTION
ESTIMATED
QUANTITY
.
UNIT
UNIT
PRICE
ITEM
COST
1 Estimated Contribution L.S. S3.500.000
TOTAL COS--q 35(00(J(
TOTAL PROJECT COST (ROUNDED): $3,500,000
PROJECT LOCATION. MAP
-J
1ll. 1w
LA_ COSTA _AVENUE
1 7 f ..............................
CITY LIMITS-9 '
LEUCADIA BOULEVARD
-----1 \\ \\( PROJECT
2!!ENHAIN
/OAD
CAPITAL PROJECT DESCRIPTION
LEUCADIA BOULEVARD WIDENING
Project Title
PROJECT LOCATION -
From east end of existing Leucadia Boulevard to El Camino Real.
PROJECT DESCRIPTION
Construct a four lane major arterial street from the existing end to
El Camino Real.
Construct curb and gutter, sidewalk, base, asphalt paving, median
curb, stamped concrete and landscaping and streetlights.
Note project is totally outside the Carlsbad City limits.
Right-of-way is required.
The amount listed is not full project cost but an estimated contribution
by Carlsbad.
PROJECT NEED
Required to meet Growth Management Standardi and provide system
capacity to meet projected future traffic volumes.
PROJECT FUNDING
TOTAL PROJECT COST: S3500_000 (contribution toward full cost)
Fiscal Year 1991-92 1992-93 1993-94 1994-95 1995-96 1996-2001 2001+
Funding Source
Purpose Construction
Amount 53500000
operating Costs
I ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
I
PROJECT COST ESTIMATE WORK SHEET
ENR INDEX FOR LA: 5930 ISheet I of 1
I Project Title: OLIVENHAIN ROAD AND RANCHO SANTA FE ROAD Project No.:
Location: EL CAMINO REAL TO MELROSE DRIVE - Ref.:
Project Description: CONSTRUCT A SIX LANE PRIME ARTERIAL AT SEVERAL LOCATIONS - CITY CONTRIBUION
Estimated By: RICHARD ALLEN Date: 4-15-91 lChecked By: Date:
X Coneptual Preliminary I IDesign I lFinal
ITEM ESTIMATED
NO. ITEM DESCRIPTION QUANTITY UNIT
UNIT
PRICE
ITEM
COST
I Estimated Contribution L.S. S6.000,000
TOTAL COS11 $6,000,000
TOTAL PROJECT COST (ROUNDED): $6,000,000
4
CAPITAL PROJECT DESCRIPTION
OLIVENHAIN ROAD & RANCHO SANTA FE ROAD
Project Title
[PROJECT LOCATION MAP PROJECT LOCATION
From El Camino Real to Melrose Drive.
0
0
0 u "-
PROJECT qP
OLIVENHAIN (
AOAD ; 0)
0
00
WATER DISTRICT
'7 "\___ PROJECT
(CONTRIBUTION ONLY)
101*1. PROJECT COST: $6.000.000
FiscM Tear 1991-92 199293
Funding Source
Purpose
Amount
(4creting Costs
PROJECT DESCRIPTION
Widen street to full 6-lane prime arterial standards at several locations.
Amount is a contribution for areas where no developer is obligated to
widen.
Construct curb and gutter, sidewalk, base, asphalt pavementand
streetlights. -
-
Note: Widening required on the south side of Olivenhain Road is
outside the City limits of Carlsbad.
Right-of-way is required. -
PROJECT NEED
Required by Growth Management Standards and to conform to the
Circulation Element of the General Plan.
PROJECT FUNDING
1993-94 1994-95 .1995-96 1996-2001 2001.
TIF
.. Construction
$6000,000
-
ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
I ENR INDEX FOR LA: 5930 i Sheet 1 of I
Project Title: POINSETTIA LANE Project No.:
Location: INTERSTATE 5 TO PASEO DEL NORtE Ref.:
Project Description: WIDEN STREET
Estimated By: RICHARD ALLEN Date: 11-1-90 lChecked By: Date:
X Conceptual I jPreliminary !Desin. I Final
ITEM
NO. I ITEM DESCRIPTION
ESTIMATED
QUANTITY
1
UNIT
UNIT
PRICE
ITEM
COST
1 Mobilization 1 L.S. $40000.00 S40.000
2 Relocate Utilities I L.S. $10,000.00 SI0.000
3 Remove Curb and Gutter 950 I L.F. S5.00 $4750
4 Remove Sidewalk S.F. $1.00 $950
5 Excavation 5000 C. Y. $10.00 550.000
6 Curb and Gutter, Type G* 950 L.F. $10.00 59.500
7 Median Curb, Type B-2 700 L.F. $10.00 j S7.000
8 Asphalt Concrete Pavement (5w) 300 Ton $35.00 $10,500
9 Aggregate Base (12) 780 Ton $20.09 S15,600
10 4 P.C.C. Sidewalk 4750 S.F. $2.00 59.500
11 Curb Inlet, Type B-1 2 Each $3,000.00 $6.01
12 Sound Wall, 8' High 300 L.F. $240.00 S72.000
13 Streetlight (Relocate) 1 L.S. $10,000.00 510.0001
14 Median Stamped Concrete 1200 S.F. 53.00j $3,600
15 Signing and Striping 1 L.S. $5,000.00 I $5,000
16 Traffic Control I L.S. $5,000.00 $5,000
SUBTOTAL CONSTRUCTION $259,400
17 Design at 7% 1 L.S. S18.158
18 Construction Admin. & Inspection at 8% 1 L.S. S20.752
19 Right-of-Way 5326 S.F. $15.00 $79,890
20 Right-of-Way Acquisition Costs I L.S. $20,000.00 $20,000
21 1 Contingencies at 25% of Total 1 L.S. 599.550
TOTAL COST $497,750
TOTAL PROJECT COST (ROUNDED): $500,000
CAPITAL PROJECT DESCRIPTION
POINSETTIA LANE WIDENING
Project Title
PROJECT LOCATION MAP
w
I-
0
ROROJECT_WI"
POINSETTIA LANE
N
DJECT LOCATION
m Interstate 5 northboind ramps to Paseo Del Norte.
PROJECT DESCRIPTION -
Widen this segment of the street to six lanes by adding one lane in
each direction. -
Construct curb and gutter, base, asphalt pavement and sidewalk.
Right-of-way is required.
PROJECT NEED
Required to meet Growth Management Standards and to have
sufficient capacity for projected future traffic volumes. ...
TOTAL PROJECT COST: $1870OOO
fiscal Year 1991-92 1992-93 : 199396
funding Source
Purpose
Amount
Operating Costs
— No INK -.
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ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
IEN'R INDEX FOR LA: 5930 . Sheet 1 of I
1ect Title: POINSETTIA LANE Project No.:
Location: PASEO DEL NORTE TO BATIQUITOS DRIVE Ref.:
Project bèscription: WIDEN STREET TO SIX LANES
Estimated By: RICHARD ALLEN Date: 1-3-91 lChecked By: Date:
X lConceotual Preliminary I iDesign Final
ITEM
NO. ITEM DESCRIPTION
ESTIMATED
QUANTITY UNIT
UNIT
PRICE
ITEM
COST
I Mobilization' 1 L.S.. $65,000.00 $65000
2 lConstruction Staking and Marking 1 L.S. $18,700.00 S18.700
3 Traffic Control I L.S. $62,400.00 $62,400
4 1 Excavation (Fill) . 975 C. Y. $17.00 $16,575
5 lExcavation (Haul) 65 C. Y. $22.00 $1,430
6 Curb and Gutter 2900 L.F. $12.00 $34,800
7 Sidewalk 2100 L. F. $15.00 $31,500
8 Drainage 1 L.S. $31,200.00 $31,200
9 Retaining Wall 1750 S. F. , $30.00 $52,500
10 Full Depth AC Paving 22900 S. F. $4.10 $93,890
Ii Existing AC (Fog Seal) 5160 S. Y. $010 $516
12 Metal Beam Guard Rail 300 L.F. $25.00 $7,500
13 Traffic Signal - New 1 Each $120,000.00 $120,000
14 Traffic Signals - Modify 1 Each $120,000.00 $120,000
15 Signs I L.S. $2,000.00 S2.000j
16 Landscape and Irrigation 1' L.S. $18,700.00 $18,700
17 Temporary Work/Removal . I L.S. $6,200.00 $6,200
18 Striping and Marking ' 1 L.S. $6,200.00 $6,200
19 Survey Work 1 L.S. $5,000.00 .$5,000
SUBTOTAL CONSTRUCTION ' ' ' $694,111
20 Design at 7% , I L.S. ' $48,588.
21 Construction Adniin.& Inspection at 5% ' ' 1 L.S. $34,706
22 Right-of-Way & Utility Relocation ' I L.S. $310,000.00 $310,000
23 Contingency at 25% of Total 1 L.S. ' $271,851
TOTAL COST $1,359,255
-
TOTAL PROTECT COST (ROUNDED): $1,370,000
CAPITAL PROJECT DESCRIPTION
POINSETTIA LANE WIDENING.
Project Title
PROJECT LOCATION MAP
LU
LU PROJEC
_
POINSETTIA LANE
PROJECT LOCATION
From Paseo Del Norte to Batiquitos Lane.
PROJECT DESCRIPTION . -.
Widen this segment of the street to six lanes by adding one lane in
each direction. •
Construct curb and gutter, base, asphalt pavement and sidewalk.
Right-of-way Is required.
PROJECT FUNDING
TOTAL PROJECT COST: S1,870,
Fiscal Year • 1991-92 1992-93 1993-94 • 1994-95 1995-96 1996-2001 2001.
Funtling Source • HF
Purpose •
• • • . Construction
Amount • • S1,870.000
Operating Costs
go'• : - -• •i - - . • • • : a, —
ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT 'COST ESTIMATE WORK SHEET
ENR INDEX FOR LA: 5930 Sheet I of I
Project Title: ALGA ROAD Project No.:
Location: MIMOSA DRIVE TO EL CAMINO REAL Ref.:
Project Description: ADDITION OF ONE THRU LANE AND BIKE LANE ON THE SOUTH SIDE
'Estimated By: RICHARD ALLEN Date: 10-30-90 Checked By: Date:
X Conceptual 'Preliminary Design I Final
ITEM
NO. ITEM DESCRIPTION QUANTITY I
ESTIMATED I UNIT
UNIT
i ITEM
PRICE ICOST
1 Mobilization I I L.S.
.
S15.000.00 I 515.000
2 Relocate Utilities I L.S. $10,000.00 .510.000
3 lRemove Curb and Gutter 12.50 L. F. $5.00 S6.250
4 Excavation/Fill ' , 2000 C. Y. $10.00 [_520.000
5 _Curb and Gutter. Type _G 1250 L. F. $12.00 I 515.000
6 Concrete Pavement (5) 400 Ton $35.00 514.000
7
_Asphalt
_Aggregate Base (12), 700 Ton $20.00 .$14000
S ___P.C.C.Sidewalk 6300 S.F. $2.00 512.600
9 Ramp 4 Each $600.00 52.300
10
_Handicapped
_Curb Inlet. Type _B-1 2 Each $3,000.00 S6.000
j_ Slope Planting and Irrigation 10000 S.F. $1.00 510.000
I2j Signing and Striping 1 L.S. $5,000.00 $5,000
..J!....l Traffic _Control I L.S. $7.500.00 $7,500 I
jjJ Traffic Signal Relocation 1 L.S. $25,000.00 $25,000
SUBTOTAL CONSTRUCTION ' $162,750
15 Designat9% I L.S. , 514.648
16 ConstructionAdmin.&Inspection at8% L.S. $13,020
17 Right-of-Way 10000 S.F. $4.00 $40.000
IS _Right-of-Way AcquisitionCosts I L.S. $10,000.00 510.000
19 I Contingencies at 25%of Total I L.S. $60,104
TOTAL COS1 $300,5221
TOTAL PROJECT COST (ROUNDED): $300,000 1
CAPITAL PROJECT DESCRIPTION
ALGA ROAD S
Project Title 0
PROJECT LOCATION MAP
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PROJECT LOCATION
Mimosa Drive to El Camino Real.
PROJECT DESCRIPTION
Add one thru lane and a bike lane 10 the south side of Alga Road.
Construct curb & gutter, sidewalk, handicap ramp, base& asphalt
paving.
0
PROJECT NEED
Required to meet Growth Management Standards. •
TOTAL PJ(CT W$J: SO&OOO
r1.c.1 Tow • 11 92
Iuncling Source
Purp—
Amount
Operating Costs
PROJECT FUNDING • *
1992-93 1993-W. - 19%-95 • 1995-% 19962001
iir
Peii1CtrIxt. •
* 0 T]
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ENOINEERNG DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
FENR INDEX FOR LA: 5930 Sheet I of
Project Title: AVENIDA ENCINAS Project No.:
Location: PALOMAR AIRPORT ROAD TO 2700 FEET SOUTH Ref.:
Project Description: WIDEN WEST SIDE OF STREET TO COMPLETE TO STANDARD
Estimated By: RICHARD ALLEN Date: 10-31-90 Checked By: Date:
X 'Conceptual Preliminary Design Final
ITEM 1ESTIMATED
NO. ITEM DESCRIPTION j QUANTITY
I UNIT i ITEM
UNIT j PRICE COST
1 Mobilization 1 L.S. 535,000.00 1 535.000
2 iFill 8,000 C. Y. 57.00 S56.000
3 Curb and Gutter, Type G 2,700 L. F. $12.00 $32,400
4 lAsphalt Concrete Pavement (4) 1.94.0 Ton $35.00 $67900
5 Aggregate Base (12) 6,000 Ton 520.00 S120,000
6 4 P.C.C. Sidewalk 13,500 S. F. $2.00 S27,000
7 Streetlight 5 Each $3,000.00 S15,000
8 Signing and Striping I L.S. $5,000.00 55,000
9 ITraffic Control S I L.S. $5,000.00 $5000
SUBTOTAL CONSTRUCTION S . $363,300
10 Design at 8%' 1 L.S. $29,064
11 _Construction Adrnin.& Inspection at7% $25,331
12 Contingencies at 25% of Total
_1
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_L.S.
L.S.
- - j 5104.449
TOTAL PROTECT COST (ROUNDED):$525000
PROJECT LOCATION
South of Palomar Airport Road adjacent to the AT&SF Railway property.
PROJECT DESCRIPTION
Widen street on the west side to secondary arterial standards.
Construct curb and gutter, base and asphalt paving.
CAPITAL PROJECT DESCRIPTION,
AVENIDA ENCINAS WIDENING
Prolect Title
PROJECT LOCATION MAP
\ PROJECT
IF- PA (1) 0*144 AIRPORT ROAD
rn
rn
PROJECT NEED
Widen street to secondary arterial standards to provide adequate
capacity for future traffic.
PROJECT FUNDING
TOTAL P*OJ(CT ST: $525
Fiscal Tear 1991-fl 19fl-93 ) 1993-94 1994-95 :1996-2001 2001*
ftadirq Source III
Purpose _______________ _______________ _______________ _______________ __
_
_
_
_
_
_
_
_
_
_
_
_
_
Oesiw1Coostruct.
Amo zlt . 5525000 -.
Operating Costs
-
- - - - .-' - - - - - - u - - -
I ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
ENR [NDEX FOR LA: 5930 Sheet I of I
Project Title: CARLSBAD BOULEVARD Project No.:
Location: MANZANO DRIVE TO 600 FEET NORTH OF CANNON ROAD Ref.:
Project Description: REBUILD AND WIDEN TO FOUR LANES WITH MEDIAN
Estimated By: RICHARD ALLEN Date: 3-22-91 lChecked By: Date:
X Conceptual I Preliminary I I Design Final
ITEM
NO. ITEM DESCRIPTION
ESTIMATED
QUANTITY
UNIT ITEM
UNIT PRICE COST
1 Mobilization I I L.S. 1 $100,000.00 S100.000
2 Relocate Utilities I I L.S. 5100.000.00 S100.000
3 1 Remove Curb and Gutter 3.000 L. F. $5.00 S15.000
4 lRemove Pavement 40,000 S.F. $1.50 $60000
5 lExcavation 15,000 C. Y. $10.00 5150.000
6 Fill 5,000 C. Y. $5.00 525.000
7 Curb and Gutter, Type G 6,400 L. F. $10.00 564.000
8 Median Curb, Type B2 6,400 L. F. $10.00 S64.000
9 Asphalt Concrete Pavement (5W) 6,000 Ton $35.00 $210,000
10 Aggregate Base (12) 15.000 Ton $20.00 $300,000
11 4 P.C.C. Sidewalk 32,000 S.F. $2.00 S64,000
12 5.5 Concrete Driveway 20 Each $500.00 $10000
13 Handicapped Ramp 4 Each $750.00 53.000
14 Curb Wet, Type B-1 4 Each $3,000.00 S12.000
15 Streetlight 6 Each $3,000.00 $18,000
16 Median Stamped Concrete 30,000 S.F. $3.00 590.0001
17 Median Landscaping and Irrigation 10,000 S.F. $10.00 S100.000
18 Signing and Striping I L.S. . $5,000.00 55.000
19 Traffic Control I L.S. $25,000.00 $25,000
SUBTOTAL CONTRUCT1ON .. $1,415,000
20 Design at8% L.S. $113.200 11
21 Construction Admin. & Inspection at 7% L.S. $99,050
22 Contingencies at 25% of Total L.S. $406,813
TOTAL COST $2,034,063
TOTAL PROJECT COST (ROUNDED): . $2,100,0001
1'
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CAPITAL PROJECT DESCRIPTION
CARLSBAD BOULEVARD WIDENING
Project Title
PROJECT LOCATION MAP
\ CANNON ROAD
cc
CEREZO DRIVE
OI\\\\\
IEJ W -a -a
10 0 M o
MANZANO DRIVE
RPROJECT
PROJECT LOCATION
From Manzano Drive to Cannon Road.
PROJECT DESCRIPTION.
Widen Carlsbad Boulevard from two lanes to tour lanes with a center
raised median (major arterial). Construct curb and gutter, stamped
concrete and landscaping and streetlights.
* PROJECT NEED
Required to meet Growth Management Standards and the Circulation
Element of the General Plan.
PROJECT FUNDING -
TOTAL PtOJECT T: $2100000
ri.c.t Tr 1991-
Fundifv Source
Purpose
Amount
er.tirQ Costs
1992-VT 1993-s. 199-95 1995-96 1996-2001
hr
Construction
s2.0000
no, - ai. -. - dome -, — — — -
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ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
ENR INDEX FOR LA: 5930 Sheet I of I
Project Title: CARLSBAD VILLAGE DRIVE Project No.:
Location: PONTIAC DRIVE TO EAST OF VICTORIA STREET Ref.:
Project Description: CONSTRUCT HALF STREET WIDENING ON EAST SIDE
Estimated By: RICHARD ALLEN Date: 3-13-91 Checked By: Date:
X Conceptual iPreliminary II Desin Final
ITEM
71QUANTITY NO. ITEM DESCRIPTION
STIMATED
UNIT
UNIT ITEM
PRICE COST
L I Mobilization I L.S. $25,000.00 i S25.000
2 Clear and Grub 1 L.S. $50,000.00 S50.000
3 Excavation 5,000 C. Y. $3.00 S15.000
' Iui (Import) 50.000 C. Y. $8.00 i $300.000
5 jCurb and Gutter, Type G 3,300 L. F. $10.00 S33.000
6 iMedian Curb, Type B-2 2.000 L. F. $10.00 $20,000
7 JAsphalt Concrete Pavement (4) 2280 Ton $35.00 $79,800
8 Aggregate Base (I0) 5,934 Ton $18.00 5106.812
9 4 P.C.C. Sidewalk 16,500 S.F. $2.00 S33.000
10 30 R.C.P. 100 L. F. $120.00 S12.000
11 Curb Inlet, Type B-1 2 Each $3,000.00 $6,000
12 Streetlight S 6 Each $3,000.00 $18,000
13 Metal Beam Guardrail 900 L. F. $30.00 . 527.000
14 Slope Planting and Irrigation 130,000 S. F. . $1.00 $130,000 I
15 Signing and Striping I L.S. $2,000.00 $2,000
16 Traffic Control I L.S. $10,000.00 $10,000
SUBTOTAL CONSTRUCTION
$967,612
17 Design at 7% 1 L.S. . $67,733
18 Construction Adrnin.& Inspection at 5% 1 L.S. $48,381
19 Contingencies at 25% of Total 1 L.S. . $270,931
TOTAL C0S1] $1 ,34,651
ITOTAL PROJECT COST (ROUNDED): $1,360,000
CAPITAL PROJECT DESCRIPTION
ELM AVENUE WIDENING
Project Title
PROJECT LOCATION MAP
ELM AVENUE
:
Ui
4>1..
PROJEC T
N'..
MEDIA
PROJECT LOCATION
From 200 feet east of Pontiac Drive to 200 feet east of Victoria Street.
PROJECT DESCRIPTION
Widen street to full secondary arterial standards; street is currently
only half-width. Construct curb & gutter, sidewalk, streetlights, median
curb, base and asphalt pavement. .
A special feature will be a split-level road with a median just north of
Victoria Street in order to save existing Eucalyptus trees which will
remain in the median.
-16
A
lk
PROJECT NEED
Required to meet Growth Management Standards and the Circulation
Element of the General Plan.
TOTAL P2GC1 COST: $1 36&000
Flsc.Iyew 1991-92 l992-V
FurvJing 54*ace
Purpose
Amount
Operating Costs
PROJECT FUNDING - - -
199-95 I99-96 1996-2001
iir
DesigVConstruct.
s1360000
ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
FiR INDEX FOR LA: 5930 iSheet I of 1
Project Title: EL CAMINO REAL Project No.:
Location: TAMARACK AVENUE TO CHESTNUT AVENUE Ref.:
Project Description: WIDEN TO SIX LANES - ADD ONE LANE EACH DIRECTION
Estimated By: RICHARD ALLEN iDate: 10-31-90 Checked By: Date:
X Conceotual i Preliminary Desi2n Final
ITEM
NO. ITEM DESCRIPTION
ESTIMATED
QUANTITY
f
UNIT I
UNIT ITEM
PRICE COST
I Mobilization . I L.S. $50,000.00 $50000
2 I:Clear and Grub I L.S. $15,000.00 $15000
3 Excavation and Export 72.000 C. Y. $10.00 S720,000
4 lCurb and Gutter, Type G 2,400 L. F. $10.00 S24.000
5 j Asphalt Concrete Pavement (6) 1,7301 Ton $35.00 j $60,550
6 lAggregate Base (12) 3.800j Ton $20.00 S76.000
7 4 P.C.C. Sidewalk 14,000 j S. F. $2.00 S28,000
8 iBrow Ditch 2,400 L. F. $10.00 $24,000
9 !Streetlight 10 Each $3,000.00 $30,000
10 lSlqpe Planting and Irrigation 108,000 S. F. $1.00 ' $108,000
11 Signing and Striping I L.S. $5,000.00 $5,000
12 ITraffic Control 1 L.S. $15,000.00 $15.0001
SUBTOTAL CONSTRUCTION $1,155,550;
13 Design at 6% 1 L.S. ' $69,333
14 Construction Adinin.& Inspection at 5% 1 L.S. . $57,778
15 Right-of-Way 140,000 S. F. $0.80 $112,000
16 Right-of-Way Acquisition Costs 1 L.S. $10,000.00 $10,000 I
17 Contingencies at 25% of Total I L.S. 1 1 $351,165
TOTAL COST $1,75,826
ITOTAL PROJECT COST (ROUNDED): $1,760,000
CAPITAL PROJECT DESCRIPTION
EL CAMINO REAL WIDENING (TAMARACK AVE. TO CHESTNUT AVE.)
Project Title
PROJECT LOCATION
Portions of El Camino Real Irom Tamarack Avenue to Chestnut Avenue.
PROJECT DESCRIPTION
Add the outside lane to widen street to full prime arterial standards.
Widen west side approximately 1200 ft. in length and east side
approximately 600 ft. in length. Construct curb & gutter, sidewa!k,
base, and asphalt pavement and streetlights.
PROJECT NEED
To complete widening to prime arterial standards where no developers
are likely to develop and to improve the road capacity.
PROJECT LOCATION MAP
' rP ECT
PROJECT FUNDING
TOTAL PROJECT T: S1J6O.000
Iisc.I Tear 1991-92 1992-93 199394
Funding Source
Purpose Cam truction
Amount
$1-110, 000
rrstirQ Costs .
1994-95 1995-% 1996-2001 2001.
ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
ENR INDEX FOR LA: 5930 Sheet I of I
rProject Title: EL CAM INO REAL Project No.:
Location: LA COSTA AVENUE TO ARENAL ROAD Ref.:
Project Description: WIDEN BY ADDING SOUTHBOUND LANE
Estimated By: RICHARD ALLEN Date: 10-3I90 Checked By: Date:
X Conceptual Preliminary Design 'Final
ITEM
NO. ITEM DESCRIPTION
ESTIMATED
QUANTITY UNIT
UNIT ITEM
PRICE COST
I Mobilization . I L.S. $25,000.00 525.000
2 Clear and Grub I L.S. $25,000.00 S25.000
3 lCurb and Gutter, Type 0 2400 L. F. $10.00 S24.000
4 Asphalt Concrete Pavement (5) 1730 Ton $35.00 560.550
5 jAggregate Base (I2) . 3800 Ton $20.00 $76,000
6 4 P.C.C. Sidewalk 14000 S. F.. $2.00 528.000
7 jBrow Ditch 2000 L. F. $10.00 520.000
8 IStrectlight 10 Each 53,000.00 530.000
.9 Slope Planting and Irrigation . I L.S. $10,000.00 S,10.000
10 Signing and Striping I L.S. S5.000.00 55.000
II Traffic Control I L.S. $10,000.00 510.000
SUBTOTAL CONSTRUCTION . $313,550
12 Designat8% 1 L.S. $25,084
13 Construction Admin.& Inspection at 6% 1 L.S. _____________ 1 $18,813
14 Contingencies at 2.5% of Total 1 L.S.
- -
589.362
101 .L L%J) 1 °'•' I
TOTAL PROJECT COST (ROUNDED): $450,000 I
PROJECT LOCATION MAP
ul
cc
ALGA ROAD
LU
ARENAL. ROAD
PROJECT-
LA COSTA AVENUE
CAPITAL PROJECT DESCRIPTION
EL CAMINO REAL WIDENING (LA COSTA AVE. TO ARENAL RD.)
Project Title
PROJECT LOCATION
From La Costa Avenue to Arenal Road.
PROJECT DESCRIPTION
Add the southbound lane for a length of approximately 600 ft. to widen
the Street to full prime arterial standards: Construct curb & gutter,
sidewalk, base, and asphalt pavement and treetlights.
PROJECT NEED
To complete widening to prime arterial standards where no developers
are likely to develop and to improve the road capacity.
PROJECT FUNDING
101*1. PROJECT COST: M50000
Fiscal Year 1991-92 1992-93 1993-94 1994-95 1995-96 1996-2001 2001.
luzidirQ Source III
purp-e
S Design/Construct.
Aso
at 5450-000
Operating Costs $16750
-5----- -
5------ a - - - -
ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
LA COSTA AVENUE
From 175 to El Camino Real Estimated By: Richard Allen
Date: 10-30-90
DESIGN ENGINEER'S ESTIMATE:
1-19-89 Construction Cost = $4,798,379
(Enr LA Index = 5773)
Current Enr LA Index = 5988
5988 = 10372 5773
1.0372 x 4,798,379 = $4,977,081
Round to $5,000,000 Const. Cost
Design @ 5;3% • 265,000
Design & Contract Admin. 115,000
& Insp. @ 2.3%
Contingency @ 15% of Const. 750.000
$6,130,000
Rightof-Way Cost 580.000
$6,710,000
TOTAL PROJECT COST $6,710,000
CAPITAL PROJECT DESCRIPTION
LA COSTA AVENUE WIDENING
Project Title
PROJECT LOCATION MAP
BATIQUITOS LAGOON
AVENUE z0 COSTA
'PROJECT <
IJ-I
PROJECT LOCATION
From Interstate 5 northbound lamps along the south side of Batiquitos
Lagoon to El Camino Real.
PROJECT DESCRIPTION
Widen La Costa Avenue to a four-lane major arterial for a distance of
approximately 7.500 feet. Construct new asphalt pavement, curb &
gutter, sidewalks, median and street lighting.
PROJECT NEED
Required to meet Growth Management Standards.
I
PROJECT FUNDING
IOTAI. PROJECT msl: $6710.000 .,.
ri.c.I Veer 1991-92 1992-93 1993-94 1994-95 . 1995-96 - 1996-2001 2001+
Ft,efinO Source fir - -
Purpose _______________ _______________ Construction
Asomt %6. 710.
Operating Costs
- - - -. - - *OM MR - - - - - - - -
ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK, SHEET
V
ENR INDEX FOR LA: 5930 Sheet I of I
Project Title: LEUCADIA BOULEVARD lProjcct No.:
'Location: EXISTING LEUCADIA BOULEVARD EASTBOUND TO EL CAM INO REALRef.:
Project Description: CONSTRUCT A FOUR LANE MAJOR ARTERIAL STREET - CITY CONTRIBUTION
Estimated By: RICHARD ALLEN Date: 4-15-91 jCbecked By: Date:
X lConceortial V Preliminary I IDesign Final
ITEM
NO.
V I
ITEM DESCRIPTION
ESTIMATED
QUANTITY
V
UNIT
UNIT
PRICE
ITEM
COST
I Estimated -Contribution V L.S. S3.500.000
TOTAL COST] V $3,500,000
TOTAL PROJECT COST (ROUNDED): - $3,500,000
PROJECT LOCATION MAP
-j
Itl\ 1w
LA COSTA AVENUE
CITY LIMITS.-9 '-z.
Jff OLIV ENHAIN
LEUCADIA BOULEVARD • ................
i(
PROJECT!Tj
CAPITAL PROJECT DESCRIPTION
LEUCADIA BOULEVARD WIDENING
Project Title
PROJECT LOCATION
From east end of existing Leucadia Boulevard to El Camino Real.
PROJECT DESCRIPTION
Construct a four lane major arterial Street from the existing end to
El Camino Real.
Construct curb and gutter, sidewalk, base, asphalt paving, median
curb, stamped concrete and landscaping and streetlights.
Note project is totally outside the Carlsbad City limits.
Right-of-way is required.
The amount listed is not full project cost but an estimated contribution
by Carlsbad.
PROJECT NEED
Required to meet Growth Management Standards and provide system
capacity to meet projected future traffic volumes.
PROJECT FUNDING
TOTAL PIOJECT COST: $3500_000 (contribution toward full cost)
Fiscal Tear 1991-92 1992-91 1993-94 1994-95 1995-96 1996-2001
Funding Srce TIF
Purpose ________________ ________________ ________________ ___
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_
_
_
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_
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Construction
Amo It %3500.000
Operating Costs
ENGrNEERINO DEPARTMENT MUNIC[PAL PROJECTS DIViSION
PROJECT COST ESTIMATE WORK SHEET
[ENR INDEX FOR LA: 5930 ISheet 1 of
Project Title: OLIVENHAIN ROAD AND RANCHO SANTA FE ROAD Project No.:
Location: EL CAM INO REAL TO MELROSE DRIVE 1 Ref.:
Project Description: CONSTRUCT A SIX LANE PRIME ARTERIAL AT SEVERAL LOCATIONS - CITY CONTRIBUION
Estimated By: RICHARD ALLEN Date: 4-15-91 Checked By: Date:
X Conceptual Preliminary I iDesign Final
ITEM J ESTIMATED UNIT ITEM
NO. ITEM DESCRIPTION QUANTITY UNIT PRICE COST
Ii EstimatedContribution L.S. so.000.000
TOTAL COSTI $6,000,000
ITOTAL PROJECT COST (ROUNDED): $6,000,000
1.
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CAPITAL PROJECT DESCRIPTION
OLIVENHAIN ROAD & RANCHO SANTA FE ROAD
Project Title
PROJECT LOCATION MAP PROJECT LOCATION
From El Camino Real to Melrose Drive.
PROJECT DESCRIPTION
0
o Widen street to lull 6-lane prime arterial standards at several locations.
Amount is a contribution for areas where no developer is obligated to
widen. P Q.O k J PROJECT I- Z Construct curb and gutter, sidewalk, base, asphalt pavement and
streetlights.
LIVENINAIN ROAD
o o
RO
Note: Widening required on the south side of Olivenhain Road is -
OLIVENHAIN- 4. outside the City limits of Carlsbad.
WATER DISTRICT J Right-of-way is required.
PROJECT NEED PROJECT
(CONTRIBUTION ONLY) Required by Growth Management Standards and to conform to the
Circulation Element of the General Plan.
PROJECT FUNDING
TOTAL PROJECT COST: $6.000.000
Fiscal Year 1991-92 1992-93 1993-94 199495 1995-% 1996-2001 2001.
Funding Source __________________ __________________ __________________ __________________
I IF -
Purp— CoflStflKt4Ofl
Awlfl ________ ________ ________ ________ 56.000.000
Uperating Costs
- - ON - - -, - - - - - .-- ..- —. - - - -
(
ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
ENR INDEX FOR LA 5930 IShp,t I nf I
Project Title: POINSETTIA LANE
Project No.:
Location:' INTERSTATE 5 TO PASEO DEL NORTE Ref.:
Project Description: WIDEN STREET
Estimated By: RICHARD ALLEN Date: 11-1-90 Checked By: Date:
X lConceptual j jPreliminary I IDesign Final
ITEM
NO. ITEM DESCRIPTION
ESTIMATED
QUANTITY UNIT
UNIT
'PRICE
ITEM
COST
I IMobilization I L. S. $40,000.00 $40,000
2 lRelocate Utilities 1 L. S. $10,000.00 510.000
3 Remove Curb and Gutter 950 L. F. $5.00 S4,50
4 Remove Sidewalk 950 S. F. $1.00 5950
5 Excavation 5000 C. Y. $10.00J 550.000
6 Curb and Gutter, Type "0" 950 L. F. 110.00 $9.500
7 jMedian Curb, Type "B-2" 700 L. F. $10.00 57.000
8 Asphalt Concrete Pavement (5") 300 Ton $35.00 510.500
9 Aggregate Base (12") 780 Ton ' $20.00 S15.,600
10 4" P.C.C. Sidewalk 4750 S. F. , $2.00 59.500
II Curb Inlet, Type "B-I" 2 Each $3,000.00 56,0001
12 Sound Wall, 8' High 300 L. F. $240.00 $72000
13 Streetlight (Relocate) I L. S. $10,000.00 510.000
14 Median Stamped Concrete 1200 S.F. $3.00 $3,600
15 Signing and Striping 0 1 L. S. $5,000.00 55.000
16 Traffic Control , ' ' I L.S. ' $5,000.00 $5,000
SUBTOTAL CONSTRUCTION ' '
' $259,400
17 Design at 7% 1 L. S. $18,158
18 Construction Admin. & In.spection at 8% 1 L. S. $20,752
19 Right-of-Way ' 5326 s. F. $15.00 $79,890
20 Right-of-Way Aciaiüo Costs ' 1 L. S. $20,00000 $20,000
21 Contingencies at 25% of Total 1 L. S. 0 $99,550
TOTAL COST $497,750
[TOTAL PROJECT COST (ROUNDED).: $500,000 1
PROJECT LOCATION MAP
PROJEC. w z
-J
)INSETTIA LANE
(I)
CAPITAL PROJECT DESCRIPTION
POINSETTIA LANE WIDENING
Prolect Title
PROJECT LOCATION
From Interstate. 5 northbound ramps to Paseo Del Norte.
PROJECT DESCRIPTION
Widen this segment 6t the street to six lanes by adding one lane in
each direction.
Construct curb and gutter, base, asphalt pavement and sidewalk.
Right-of-way is required.
PROJECT FUNDING
TOTAL PROJECT COST: $1870OOO .
Fiscat Year 1991-92 1992-93 1993-94 1994-95 1995-96 1996-2001 2001'
Funding Source _____ hr
Purpose - - Construction
Awzd $1870000
Operating Costs
- - - - - - - - - - - - -s - - - - - - -
ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DIVISION
PROJECT COST ESTIMATE WORK SHEET
ENR INDEX FOR LA: 5930 ISheet I of 1
Project Title: POINSETTIA LANE Project No.:
Location: PASEO DEL NORTE TO BATIQUITOS DRIVE Ref.:
Project Description: WIDEN STREET TO SIX LANES
'Estimated By: RICHARD ALLEN Date: 1-3-91 lChecked By: Date:
X 1conceptuai Preliminary Design l Final
ITEM
NO. ITEM DESCRIPTION
ESTIMATED
QUANTITY UNIT
UNIT
PRICE
ITEM
COST
I Mobilization 1 L.S. $65,000.00 S65,000
2 Construction Staking and Marking 1 L.S. $18,700.00 $18,700
3 Traffic Control 1 L.S. $62,400.00 $62,400
4 Excavation (Fill) 975 C. Y. $17.00 $16,575
S Excavation (Haul) 65 C. Y. $22.00 $1,430
6 Curb and Gutter 2900 L. F. $12M0 $34;800
7 Sidewalk 2100 L. F. $15.00 $31,500
8 Drainage I L.S. .$31,200.00 $31,200
9 Retaining Wall 1750 S. F. $30.00 $52,500
10 Full Depth AC Paving 22900 S. F. $4.10 S93.890
11 Existing AC (Fog Seal) , 5.160 S.Y. $0.10 $516
12 Metal Beam Guard Rail 300 L. F. $25.00 $7,500
13 Traffic Signal - New' ' 1 Each $120,000.00 , $120,000
14 Traffic Signals - Modify 1 Each $120,000.00 $120,000
15 Signs 1 L.S. $2,000.00 $2,000
16 Landscape and Irrigation 1 L.S. $18,700.00 '$18,700
17 Temporary Work/Removal I , L.S. $6,200.00 ' $6,200
18 Striping and Marking '1 L.S. $6,200.00 ' $6,200
19 Survey Work ' ' I L.S. $5,000.00 S5,000
SUBTOTAL CONSTRUCTION ' $694,111
20 Design at 7% , 1 L.S. ' $48,588
21 Constructioc Admin.& Inspection at 5% 1 L.S. $34,706
22 Right-of-Way -& Utility Relocation 1 L.S. ' $310,000.00 $310,000
23 Contingency at 25% of Total ' . , 1 L.S. $2711851
TOTAL COST $1,359,255
TOTAL PROJECT COST (ROUNDED): $1,370,000 1
CAPITAL PROJECT DESCRIPTION
POINSETTIA LANE WIDENING
Projeét Title
PROJECT LOCATION MAP
cc
PROJECT .J
POINSETTIA LANE
PROJECT LOCATION
From Paseo Do! Norte to Batiquitos Lane.
PROJECT DESCRIPTION
,
Widen this segment of the street to six lanes by adding otie lane in
each direction.
Construct curb and gutter, base, asphalt pavement and, sidewalk.
Right-of-way is required.
PROJECT NEED
Required to meet Growth Management Standards and to have
sufficient capacity for protected future traffic volumes.
PROJECT FUNDING :
TOTAL PROJECT COST: $1870O0O -
Fiscal Year ' , 1991-92 1992-93, 1993-94 1994-95 1995-96 1996-2001 , 2001+
F"ing Source TIF
Purpose .
Construction
Aa~lUnt $1070000
Operating Costs '
-.--- an — ON — -.- — — — — —
I
I
. SIDEWALK INVENTORY
'PRIORITY LISTING
pp.jopjTy SIDEWALK EST.
I P.NK LOCATION SEGMENT poIN-rs COST
1. TAMARACK AVENUE E Park Dr. to 214.0' West 90.00 54,800.
2, VALLEY STREET C Basswood Ave. to 335.0' North 82.50 7,550.
3. CXINO VIDA ROBLE B Yarrow Dr. to Corte Del Abeto 82.31 17,800. I C Corte Del Nogal to 260.0' South 82.31 5,850.
D . Palomar Airport Rd. to Corte Del Nogal 82.31 23,750.
E - 528.0' e/o Palomar Oaks Wy. to 123.0' East 82.31 4,400.
I
.
F . Owens Ave. to 117.0' East . 82.31 4,150.
G - 528.0' w/o Owens Ave.- to 121.0' West 82.31 4,300.
H. El Camino Real to Las Palmas Dr. 82.31 23,750.
J Las Palmas Dr. to Palomar Oaks Wy. 82.31 23,750.
I. K. Palomar Oaks Wy. to Palomar Airport Rd. 82.31 17,800.
4. MONROE STREET A. Park Dr. to 350.0' North . 80.00 14,000.
C- 103.0' n/o Karren Lii. to 81.0' North . 80.00 3,250.
D. Basswood Ave. to 52.0' South (UUP 92)80.00 1,150.
I E - Magnolia Ave. to 430.0' South 80.00 17,200.
F - Basswood Ave. to 451.0' South (UUP 92) 80.00 18,050.
H - Magnolia Ave. to 137.0' North 80.00 5,500.
I s . CHESTNUT AVENUE E - Donna Dr. to 152.0' West 78.00 3,400.
6.. . HIGHLAND DRIVE . E- Chestnut Ave. to 331.0' North 75.00 13,250.
N - Hillview Ct. to Magnolia Ave. 75.00 17,800.
.
0 - Chestnut Ave. to 314.0' South 75.00 12,550.
I .
P Basswood Ave. to Chestnut Ave. 75.00 21,100.
7. VICTORIA AVENUE A - 125.0' w/o Elm Ave. to 101.0' West 70.00 4,050.
TAMARACK AVENUE F - La Portalada Dr. to 363.0' West 70.00 8,150.
JEFFERSON STREET B - Chinquapin Ave. to Citrus P1. 70.00 10,700.
I C- Citrus P1. to Tamarack Ave. . 70.00 6,350.
D - Tamarack Ave. to Chinquapin Ave. 70.00 16,550.
E - 99.0' s/o Magnolia Ave. to 101.0' South 70.00 4,050.
8. BASSWOOD AVENUE A - Donna Dr. to 78.0' West 65.00 2,950.
I D - Valley St. to Maezel Ln. 65.00 11,900.
E. Maezel Lii. to Canyon St. 65.00 11,500.
-. L - Donna Dr. to Belle La. 65.00 15,250.
I PARK DRIVE B - Monroe St. to 463.0' South . 65.00 18,500.
C - 68.0' s'/o Tamarack Ave. to 51.0' South (CIP 95-2000) 65.00 2,900
D - 119.0' sf0 Tamarack Ave. to 78.0' South (GP 95-2000) 65.00 4,200
. E. 192.0' s/o Tamarack Ave. to 2260' South (CIP 95-2000)
I - 112.0' sf0 Monroe St. to 262.0' South
65.00
65.00
12,900
10,500
J - Tamarack Ave. to 462.0' North . 65.00 18,500
9. PINE AVENUE C - Lincoln St. to 184.0' West 60.00 7,350
D - Garfield St. to 82.0' West . 60.00 . 1,850
I .. E- Lincoln St. to 19.0' West - 60.00 750
TOTAL $434,050
SIDEWALK. CONSTRUCTION - PROJECT COORDINATION
HR - HOUSING & REDEVELOPMENT (Programmed Fiscal Year)
UUP - UTILITY UNDERGROUNDING PROGRAM (Programmed Fiscal Year)
CIP - CAPITAL IMPROVEMENT PROJECT (Programmed Fiscal Year)
3-1
I
11
SIDEWALK PRIORITY UST (Continued)
PRIORITY
0 SIDEWALK - EST.
RANK LOCATION SEGMENT POINTS COST
10. VALLEY STREET B . Magnolia Ave. to 610.0' South 56.50 $24,400.00
11. OCEAN STREET A - Oak Ave. to 71.0' South 55.00 2,800.00
B . Elm Ave. to Grand Ave. 55.00 22,800.00
C- Christiansen Wy. to Grand Ave. 55.00 12,200.00
D - Beech Ave. to 232.0' South 55.00 13,200.00
F . Pacific Ave. to 395.0' North 55.00 22,600.00
G . Pacific Ave. to Cypress Ave. 55.00 21,700.00
I - Elm Ave. to 510.0' South 55.00 20,400.00
- J . Christiansen Wy. to Grand Ave. 55.00 12,200.00
L- Pacific Ave. to Cypress Ave. 55.00 21,700.00
M . Pacific Ave. to 163.(Y North 55.00 9,300.00 ()
N Mountain View Dr. to Garfield St. 55.00 5,500.00
12. CHESTNUT AVENUE F - 90.0' w/o Seaview Wy. to Donna Dr. 49.00 8,85
J - Westhaven Dr. to 485.0' East . 49.00 19,100.00
13. MAGNOLIA AVENUE C - Highland Dr. to 25.0' East .46.50 1,000.00
E . Valley St. to 437.0' East 46.50 17500.00
F . Monroe St. to 389.0' West 46.50 15,550.00
I -.Valley St. to 176.0' East 46.50 3,950.00
K- Monroe St. to 189.(Y West 46.50 7,550.00
14. MAGNOLIA AVENUE A - Plo Pico Dr. to Adams, St. 45.00 20,800.00
G Pio Pico Dr. to 189.0' East 45.00 7,450.00
H - Adams St. to 275.0' East 45.00 6,200.00
J - Highland Dr. to 243.0' West 45.00 9,550.00
15. LAGUNA DRIVE C Jefferson St. to 197.0' West (UIJP 91) . 44.69 14,650.00
F . Roosevelt St. to Madison St. (UUP 91) 44.69 20,100.00
G. 248.0'w/6 Jefferson St. to 206.0' West (UUP 91) 44.69 15,300.00
16. GRAND AVENUE B - Jefferson St. to 226.0' West (CIP 91) 42.50 9,050.00
17. VALLEY STREET H . Basswood Ave. to Oak Ave. 41.25 42,250.00
18. CAMINO VIDA ROBLE A'- El Camino Real to Yarrow Dr. .. 41.16 41,600.00
1 - Las Palmas Dr. toLas Palmas Dr. 41.16 35,650.00
19. : GRAND AVENUE A- Carlsbad Blvd. to Ocean St. 40.00 16,900.00
MONROE STREET B - Park Dr. to Sunnyhill Dr. 40.00 30,200.00
- G - Park Dr. to Sunnyhil Dr. 40.00 30,200.00
20. . HIGHLAND DRIVE D - Tamarack Ave. to 792.0' North ' 37.50 31,700.00
F - Chestnut Ave. to Magnolia Ave. 37.50 31,700.00
M - Magnolia Ave. to Tamarack Ave. 37.50 42,250.00
21. , PINE AVENUE B - Garfield St. to 206.0' East 35.00 8,100.00
STATE STREET \B- Carlsbad Blvd. to 2440' South (UUP 91) , .. 35.00 23,200.00
HIGHLAND DRIVE I - Arland Rd. to Las Flores Dr. 35.00 4,000.00
-
K - Butters Rd. to 125.0' North ' 35.00 2,800.00
• R - Forest Rd. to Las Flores Dr. 35.00 . 23,350.00
'S - Butters Rd. to Forest Rd. 0 35.00 4,400.00
0 T.- Yourell Ave. to Butters Rd. 35.00 1,500.00,.5
TOTAL $735,200.00
SIDEWALK CONSTRUCTION - PROJECT COORDINATION
HR - HOUSING & REDEVELOPMENT (Programmed Fiscal Year)
-UUP - UTILITY UNDERGROUNDING PROGRAM (Programmed Fiscal Year) 0 0 0 0 0
CIP- CAPITAL IMPROVEMENT PROJECT (Programmed Fiscal Year) '
B-2
I'
I PRIORITY
RANK LOCATION
BASSWOOD AVENUE
LA COSTA AVENUE
Ti
L
I
I WASHINGTON STREET
CARLSBAD BOULEVARD
PRIESTLY DRIVE
I RUTHERFORD ROAD
I BUENA VISTA WAY
VALLEY STREET
OCEAN STREET
.27. EL CAMINO REAL 1 28. WALNUT AVENUE
PACIFIC AVENUE
KNOWLES AVENUE I ALICANTE ROAD
CYPRESS AVENUE
GARFIELD STREET
I
SIDEWALK PRIORITY LIST (Continued)
SIDEWALK
SEGMENT POINTS
B - 128.0' e/o Eureka P1. to Highland Dr. 32.50
C . 2540.0' e/o El Camino Real to 205.0' West 30.25
D - 2740.0' e/o El Camino Real to 105.0' West 30.25
E -697.0' w/o Nueva Castilla to 156.0' West 30.25
F - 470.0' w/o Nueva Castilla to 157.0 West 30.25
G - 600.0' w/o Nueva Castilla to 97.0' West 30.25
H - 271.0' w/o Nueva Castilla to 179.0' West 30.25
I - Nueva Castilla to 183.0' West 30.25
J . 94.0' w/o Viejo Castilla to 71.0' West 30.25
528.0' w/o Gibraltar St. to 159.0' West 30.25
Gibraltar St. to 60.0' West 30.25
A. Elm Ave. to Oak Ave. 30.00
E - Tamarack Ave. to 35.0' North 30.00
A- Faraday Ave. to Rutherford Rd. 30.00
B - Rutherford Rd. to La Place Ct. 30.00
A. Geiger Ct. to Landau Ct. 30.00
B . Pascal Ct. to Priestly Dr. 30.00
C - Landau Cr. to Pascal Ct. 30.00
C. Arland Rd. to Elmwood St. 30.00
H Pio Pico Dr. to 172.0' East 30.00
A. Magnolia Ave. to Chestnut Ave. 28.25
F - Chestnut Ave. to Magnolia Ave. 28.25
E - Cypress Ave. to Beech Ave. 27.50
H - Elm Ave. to 447.0' North 27.50
K- Cypress Ave. to Beech Ave. 27.50
K - Elm Ave. to 1056.0' South .25.86
A. Lincoln St. to 198.0' West 25.00
B . Lincoln St. to 79.0' East 25.00
B . Ocean St. to Mountain View Dr. 25.00
B. Gregory Dr. to Pio Pico Dr. 25.00
A. Altisrna.Wy. to 528.0' East 25.00
A. Ocean St. to Carlsbad Blvd. 25.00
B - Garfield St. to 260.0' East 25.00
C . Ocean St. to Garfield St. 25.00
F. 105.0' n/o Elm Ave. to 151.0' North 25.00
G - Cypress Ave. to 169.0' South 25.00
M - Pine Ave. to 73.0' South 25.00
N- 101.0' n/o Beech Ave. to Cypress Ave. 25.00
0 - Pacific Ave. to 157.0' North 25.00
TOTAL
I
' SIDEWALK CONSTRUCTION - PROJECT COORDINATION
}-IR. HOUSING & REDEVELOPMENT (Programmed Fiscal Year)
UUP - UTILITY UNDERGROUNDING PROGRAM (Programmed Fiscal Year)
I CIP- CAPITAL IMPROVEMENT PROJECT (Programmed Fiscal Year)
-
B-3
SIDEWALK PRIORITY UST (Continued)
PRIORITY SIDEWALK EST.
PANK LOCATION SEGMENT POINTS COST
28. LINCOLN STREET A - 161.0' 5/0 Oak Ave. to 263.0' South 25.00 $10,500.00
(cont) . B- Chestnut Ave. to 217.0' North 25.00 8,700.00
-Chestnut Ave. to Walnut Ave. 25.00 17,800.00
D - Walnut Ave. to Pine Ave. 25.00 17,600.00
F . Pine Ave. to 87.0' North 2500 3,500.00
G -,145.0' n/o Pine Ave. to 1660' North 25.00 6,650.00
ADAMS STREET C - Tamarack Ave. to Magnolia Ave. 25.00 23,700.00.
G - 169.0' s/o Magnolia Ave. to 270.0' South 25.00 10,600.00
29. CHESTNUT AVENUE K- Cameo Rd. to El Camino Real 24.50 41,600.00
30. EL FUERTE STREET B- Unicornio St. to Cacania St. 24.26 23,800.00
31. POINSETTIA LANE B - 100.0' e/o Avenida Encinas to 528.0' East 23.44 11,900.00
32. MAGNOLIA AVENUE D - Valley St. to 811' West 23.25 32,450.00
33. TAMARACK AVENUE H - 124.0' e/o Carlsbad Blvd. to 315.0' East (UP 90-91) 22.75 23,450.00
34. MAGNOLIA AVENUE B- 114.0' e/o Adams St. to 1056.0' East 22.50 41,600.00
35. LAGUNA DRIVE B- State St. to Buena Vista Cir. (UUP 91) 22.35 36,750.00
D - Buena Vista Cit. to 438.0' East (UUP 91) 22.35 32,600.00
E - State St. to Roosevelt St. (UUP 91) 22.35 29,600.00
36. MOUNTAIN VIEW DRIVE A - Ocean St. to Carlsbad Blvd. 20.00 16,100.00
PACIFIC AVENUE A- Ocean St. to Garfield St. 20.00 2,000.00
ELM AVENUE A - Glasgow Dr. to Tamarack Ave. 20.00 79,200.00
GAYLE WAY B - Monroe St. to Ann Dr. 20.00 9,600.00
C - Ann Dr. to Donna Dr. 20.00 13,900.00
FOREST AVENUE B - Highland Dr. to Highland Dr. 20.00 6,650.00
C - Pio Pico Dr. to 187.0' East 20.00 13,900.00
D- Spruce St. to 348.0' East 20.00 19,000.00
F - Highland Dr. to Wilson St. 20.00 19,30Q ...__-
37. VALLEY STREET G - Magnolia Ave. to 1108.0' South 18.83 96,500.00
38. STATE STREET A - Laguna Dr. to Carlsbad Blvd 17.50 41,150.00
HIGHLAND DRIVE H - Elmwood St. to Elm Ave. 17.50 41,150.00
J - Forest Rd. to Arland Rd. 17.50 46,100.00
Q - Elmwood St. to Elm Ave. 17.50 42,250.00
ALGA ROAD D - Corintia St. to 1056.0' East 17.50 23,750.00
E . El Camino Real to Estrella De Mar 17.50 17,800.00
F - Estrella De Mar to Almaden Ln. - 17.50 23,750.00
G - Almaden Ln. to Alicante Rd. 17.50 5,950.00
K - Santa Isabel St. to El Fuerte St. 17.50 17,800.00
L - Xana Wy. to 792.(Y West 17.50 17,800.00
39. OAK AVENUE A - State St. to 132.0' West (HR 91) 16.00 5,300.00
B - Roosevelt St. to State St. (HR 91) 16.00 12,400.00
TOTAL $944,150.00
SIDEWALK CONSTRUCTION- PROJECT COORDINATION
HR . HOUSING & REDEVELOPMENT (Programmed Fiscal Year)
UUP - UTILITY UNDERGROUNDING PROGRAM (Programmed Fiscal Year)
CIP . CAPITAL IMPROVEMENT PROJECT (Programmed Fiscal Year)
I
I SIDEWALK PRIORITY UST (Continued)
PRIORITY SIDEWALK EST.
i
RANK LOCATION SEGMENT POINTS c..i
I 40. LA COSTA AVENUE 0 - 528.0' e/o El Camino Real to 1584.0' East 15.13 $35,650.00
P Nueva Castilla to 1584.0' West 15.13 35,650.00
Q . Nueva Castilla to CalleMadero 15.13 35,650.00
I R. - Calle Madero to Romeria St. 15.13 29,700.00
41. MADISON STREET A. 106.0' n/o Grand Ave. to 207.0' North 15.00 4,650.00
B Laguna Dr. to 528.0' South 15.00 21,100.00
I C
DONNA DRIVE
. 211.0' 5/0 Laguna Dr. to 528.0' South
B - Janis Wy. to 79.0' South
15.00
15.00
21,100.00
3.150.00
H - Janis Wy. to 111.0' South
.
Lcr 15.00 4,450.00
I BUENA VISTA WAY
I - Gayle Wy. to Janis Wy.
D - Valley St. to Arland Rd.
15.00
15.00
i3,9029...
36,300.00
42. HIGHLAND DRIVE G - Elm Ave. to Basswood Ave. 13.25 124,700.00
43. YARROW DRIVE A- Palomar Airport Rd. to Camino Vida Roble 12.91 71,300.00 J
44. EL FUERTE STREET C - Cacatua St.to Chorlito St. 12.13 35,600.00
I 45. PINE AVENUE A Pio Pico Dr. to Highland Dr. 11.67 89,600.00
46. TAMARACK AVENUE A. Carlsbad Blvd. to 467.0' East (CI? 90.91) 11.38 25,700.00
47. . EL CAMINO REAL I . Chestnut Ave. to 1056.0' South (CI? 91.92) 10.24 . 23,750.00
.
1 smut Ave. to 1056.0' North 10.24 23,750.00
I 48. LA COSTA AVENUE B . 70.0' e/o El Camino Real to 2376.0' East 10.08 53,450.00
49. LAS PALMAS DRIVE A- Camino Vida Roble to Camino Vida Roble 10.00 95,000.00
GAYLE WAY A - Monroe St. to Donna Dr. . 10.00 27,000.00
I PALMER WAY! B - Impala Dr. to Faraday Ave. 10.00 21,100.00
COUGAR DRIVE
BUENA VISTA WAY B . 33.0' e/o Pio Pico Dr. to Elmwood St. 10.00 92,800.00
.
I - 270.0' e/o Pio Pico Dr. to Elmwood St. 10.00 67,400.00
I .
J . Valley St. to Elmwood St. 10.00 5.1,300.00
FOREST AVENUE A - Crest Dr. to Highland Dr. 10.00 . 26,000.00
G - Wilson St. to Crest Dr. 10.00 28,600.00 ' 50. PARK DRIVE F. 140.0' s/o Grady P1. to 248.0' South 9.00 .9,900.00
G . 322.0' n/o Marina Dr. to 462.0' North 9.00 18,500.00
51. ALGA ROAD A - El Camino Real to 1320.0' West 8.75 29,700.00
C - Corintia St. to Cazadero Dr. 8.75 29,700.00
- Cazadero Dr. to Corinna St. - 8.75 29,700.00
I I
J - Coz-intia St. to Santa Isabel St. 8.75 41,600.00
M . Xana Wy. to Melrose Dr. .. 8.75 29,700.00
52. KNOWLES AVENUE C . Elmwood St. to Gregory Dr. 8.33 58,900.00
.. E- Elmwood St. to Pio Pico Dr. 8.33 78,500.00
I . ADAMS STREET D - Magnolia Ave. to Chestnut Ave. 8.33 70,600.00
E - Chestnut Ave. to Basswood Ave. . 8.33 70,600.00
53. ROOSEVELT STREET
H
- Chestnut Ave. to Basswood Ave.
A- Laguna Dr. to 109.0' South
8.33
. . 8.13
70,600.00
2,450.00
B - Laguna Dr. to 71.0' South 8:13 2,850.00
C. 154.0' s!o Laguna Dr. to 126.0' South 8.13 2,850.00
-.
D - 125.0' n/o Beech Ave. to 125.0' North 8.13 2,800.00
.
.
TOTAL .51,647,300.00
SIDEWALK CONSTRUCTION - PROJECT COORDINATION
HR. HOUSING & REDEVELOPMENT (Programmed Fiscal Year)
UUP
- UTILITY UNDERGROUNDING PROGRAM (Programmed Fiscal Year)
CIP . CAPITAL IMPROVEMENT PROJECT (Programmed Fiscal Year)
.
.
I
I
I
SIDEWALK PRIORITY LIST (Continued)
PRIORITY SIDEWALK EST.
RANK LOCATION SEGMENT POINTS COST
54. BUENA VISTA WAY E - Wilson St. to Valley St. 8.00 $35,300.00
F - Crest Dr. to Wilson St. 8.00 35,300.00
55. -TAMARACK AVENUE B . Garfield St. to Hibiscus Cir. (CIP 90-91) 7.58 78,550.00
I . Garfield St. to Hibiscus Cir. (P 90-91) 7.58 78,550.00
56. DONNA DRIVE J - Gayle Wy. to Basswood Ave. 7.50 42,250.00
57. FOREST AVENUE E . Pio Pico Dr. to Highland Dr. 6.67 71,100.00
58. - CANNON ROAD B . Los Robles Dr. to Carlsbad Blvd. (UUP 91) 6.08 46,300.00
59. CORTE DE LA PINA A- Yarrow Dr. to Cosmos Ct. 6.00 23,800.00
60. ALGA ROAD H . Alicante Rd. to Cazadero Dr. 5.83 89,100.00
61. ARLAND ROAD A . Buena Vista Wy. to Highland Dr. 5.33 87,150.00
BUENA VISTA WAY K - Crest Dr. to Valley St. 5.33 70,600.00
62. ADAMS STREET B - Chinquapin Ave. to 326.0 North 5.26 7,350.00
F - Chinquapin Ave. to Harrison St. 5.26 21,100.00
63. EL CAMINO REAL S - Chestnut Ave. to 1848.0' South (CP 91-92) 5.17 169,200.00
64. LA PORTALADA DRIVE A- Milano Dr. to Tamarack Ave. 5.00 4,280.00
ALTISMA WAY A - 49.0' n/o Alicante Rd. to 211.0' North 5.00 4,750.00
ARENAL ROAD A - El Camino Real to Estrella De Mar 5.00 5,950.00
VENADO STREET A - 28.0' w/o Esfera St. to 83.0' West 5.00 1,850.00
CHESTNUT AVENUE A. Lincoln St. to 285.0' East 5.00 11,400.00
B . Lincoln St. to Garfield St. 5.00 8,400.00
G - Washington St. to 400.0' West 5.00 16,000.00
H . Garfie1dSt. to 143.0' East 5.00 5,700.00
VALLEY STREET D - Oak Ave. to 208.0' North 5.00 8,200.00
E - McCauley Ln. to Buena Vista Wy. 5.00 17,700.00
I - Elm Ave. to Buena Vista Wy. 5.00 23,500.00
DONNA DRIVE A - Chestnut Ave. to 528.0' North 5.00 11,900.00
C - Basswood Ave. to Jams Wy. 5.00 73,900.00
D . Falcon Dr. to Basswood Ave. 5.00 7,150.00
E - Falcon Dr. to 138.0' North 5.00 3,100.00
- F - Chestnut Ave. to Charleen Cir. 5.00 .4,800.00
G . Charleen Cir. to 112.0' North -
5.00 2,500.00
K. Falcon Dr. to Basswood Ave. 5.00 .7,100.00
L - Falcon Dr. to 134.0' North 5.00 3,000.00
- CHINQUAPIN AVENUE. A - West end of sneer to 150.0' East 5.00 6,000.00
D - Jefferson St. to 164.0' East . 5.00 3,700.00
- F - Adams St. to 240.0' East 5.00 9,600.00
G . Highland Dr. to 249.(Y West 500 9,950.00
H . West end of sweet to 218.0' East 5.00 8,700.00
I - Harrison St. to Adams St. . 5.00 21,100.00
J - Highland Dr. to 249.0' West . 5.00 9,950.00
GARFIELD STREET D - Chestnut Ave. to 29.0' North 5.00 1,150.00
WESTHAVEN DRIVE B . Chestnut Ave. to Park Dr. . 5.00 12,300.00
D - Chestnut Ave. to Park Dr. 5.00 15,250.00
CORTE DEL ABETO A. Camino Vida Roble to end of street . 5.00 47500.00
CORTE DEL NO.GAL '. A- Camino Vida Roble to end of street 5.00 47,500.00
. .
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. .
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TOTAL $1,269,530.00
SIDEWALK CONSTRUCTION TPROJECT COORDINATION -
HR. HOUSING & REDEVELOPMENT (Programmed Fiscal Year)
UUP - UTILITY UNDERGROUNDING .PROGPfrJ4 (Programmed Fiscal Year)
CIP- CAPITAL IMPROVEMENT PROJECT (Programmed Fiscal Year)
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I SIDEWALK PRIORITY LIST (Continued)
PRIORITY SIDEWALK
RANK LOCATION SEGMENT
I 64. OAK AVENUE D- Highland Dr. to 203.(Y East
(cont) G - Easterly end of street to 107.0' West
I BASSWOOD AVENUE F - Donna Dr. to Ridgecrest Dr.
I - Highland Dr. to 165.0' West
J - Monroe St. to 237.(Y-West
• Monroe St. to Belle Ln. ' M - Donna Dr. to Ridgecrest Dr.
SKYLINE ROAD A- MacArthur Ave. to 528.0' South
• 65: PARK DRIVE Hillside Dr. to 792.0' South
66. ALGA ROAD - B - Cazadero Dr. to El Camino Real
67. CANNON ROAD A - Los Robles Dr. to El Arbol Dr. (UUP91) I 68. EL FUERTE STREET A - Santa Isabel St. to 2112.0' South
69. PARK DRIVE K- Tamarack Ave. to 1584.0' South
70. COVE DRIVE A- End of street to 792.0' North
I GARFIELD STREET J - Southerly end of street to 1056.0' North
SUNNYHILL DRIVE C - Tamarack Ave. to Monroe St.
- E - Tamarack Ave. to Monroe St.
I I-ULLSIDE DRIVE A- Park Dr. to Highland Dr. (CIP 95-2000)
B - Park Dr. to Highland Dr. (UP 95-2000)
OAK AVENUE F - Highland Dr. to Pio Pico Dr.
• PALMER WAY! A- Impala Dr. to El Camino Real
COUGAR DRIVE I BASSWOOD AVENUE G - Adams St. to 434.0' East
H - Eureka P1. to 415.0' East
SKYLINE ROAD C - Tamarack Ave. to 1056.0' North
- Alder Ave. to Westhaven Dr. I D
H1GHLND DRIVE A- Chinquapin Ave. to Hoover St. (UP 95-2000)
C - Tamarack Ave. to Chinquapin Ave. (CIP 95-2000)
L - Chinquapin Ave. to Hoover St. (CIP 95-2000)
71. ADAMS STREET A - Harrison St. to Park Dr.
72. OAK AVENUE C - Highland Dr. to Pio Pico Dr.
LAGUNA DRIVE A - Elmwood St. to 57.0' e!o Pio Pico Dr.'
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BASSWOOD AVENUE
. Elmwood St. to 85.0' e/o Pio Pico Dr.
C - Valley St. to 181.0' West'
SKYLINE ROAD B - Tamarack Ave. to 1584.0' North
- HIGHLAND DRIVE B . Hoover St. to Adams St.
73. EL CAMINORE.AL B - La Costa Ave. to 3168.0' North I C . Arenal Rd. to 2640.0' North
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EST.
POINTS COST
5.00 $8,000.00
5.00 4,200.00
5.00 5,200.00
5.00 6,500.00
5.00 9,300.00
5.00 8,800.00
5.00 5,200.00
5.00 16,825.00
4.50 31,700.00
4.38 142,550.00
4.05 64,050.00
3.10 316,800.00
3.00 84,500.00..
2.50 31,700.00
2.50 41,600.00
2.50 41,600.00
- 2.50 41,600.00
2.50 31,700.00
2.50 42,250.00
2.50 45,450.00
2.50 102,200.00
2.50 28,200.00
2.50 . 27,750.00
2.50 33,650.00
2.50 33,650.00
2.50 25,250.00
2.50 50,500.00
2.50 25,250.00
2.18 346,500.00
1.67 62,350.00
1.67 .58,400.00
1.67 58,400.00
1.67 62,100.00
1.67 50,500.00
1.67 134,600.00
1.36 71,300.00
1.36 59,400.00
TOTAL S2,209,525.00
SIDEWALK CONSTRUCTION - PROJECT COORDINATION
HR - HOUSING & REDEVELOPMENT (Programmed Fiscal Year).
(JUP - UTILITY UNDERGROUNDING PROGRAM (Programmed Fiscal Year)
CIP - CAPITAL IMPROVEMENT PROJECT (Programmed Fiscal Year)
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74. BEECH AVENUE
MILANO DRIVE
GRAND AVENUE
SUNNYHILL DRIVE
PARK DRIVE
5. LA COSTA AVENUE
LA COSTA AVENUE
SUNNYHILL DRIVE
HOOVER STREET
PARK DRIVE
CREST DRIVE
F Garfield St. to 99.0' East
A. Trieste Dr. to La Portalada Dr.
B - La Portalada Dr. to 346.0' East
C - Hope Ave. to end of street
D- 16.0' e/o Hope Ave. to 92.0' East
A- 208.0' n/o Hillside Dr. to MacArthur Ave.
B . 83.0' s/o'Tamarack Ave. to MacArthur Ave.
H . Monroe St. to Westhaven Dr.
A- Piraeus St. to El Camino Real (UP .93-94)
N - Piraeus St to El Camino Real (UP 93-94)
M- Rancho Santa Fe Rd. to 2376.0' East
D - Tamarack Ave. to 1320.0' South
A - Highland Dr. to Adams St.
A. Monroe St. to Weir-haven Dr.
A- Buena Vista Wy. to Forest Ave.
EST.
POINTS COST
1.00 $2,200.00
1.00 7,050.00
1.00 . 7,800.00
1.00 16,850.00
1.00 3,600.00
1.00 21,100.00
1.00 18,500.00
1.00 16,850.00
0.91 760,150.00
0.91 760,150.00
0.54 53,450.00
0.33 52,800.00
0.33 63,400.00
0.20 165,100.00
0.20 160,100.00
TOTAL $2,109,100.00
PROJECT TOTAL $9,868,505.00
SIDEWALK PRIORITY UST (Continued)
PRIORITY SIDEWALK
P\K LOCATION SEGMENT
SIDEWALK CONSTRUCTION. PROJECT COORDINATION
HR . HOUSING & REDEVELOPMENT (Programmed Fiscal Year)
UUP - UTILITY UNDERGROUNDING PROGRAM (Programmed Fiscal Year)
OP - CAPITAL IMPROVEMENT PROJECT (Programmed Fiscal Year)
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CITY OF CARLSBAD AGENDA BILL
AB#â.?DøI 'TITLE: 4/Yl/d AUTHORIZING A TRAFFIC IMPACT FEE FOR
MTG. I THE LA COSTA AREA.
DEPT._PLN I
ME
DEPT. HO.
CITY ATTYVTL
CITY MGR..2
RECOMMENDED ACTION:
ADOPT Ordinance No. I/o 17 , authorizing the collection of
a traffic impact fe in t La Costa area of the City of
Carlsbad.
ADOPT Resolution No. , APPROVING the list of projects
to be funded by the T a mpact Fee.
ITEM EXPLANATION
At the City Council meeting of July 23, 1985 the Council adopted
Resolution No. 8118 which authorized the collection of an interim
traffic impact fee of $25.00 per daily trip generated by all land
uses in the La Costa area. Said fee was to remain in effect
pending the results of a Traffic Impact Fee Study which was
subsequently awarded to the consulting firm of Barton-Aschman
Associates of Pasadena. That study has been concluded and forms
the basis for, the recommended action. An Ez.cn4iv.Sary of the
report is attached as Exhibit .1 • A draft of the report is
available in the Planning Department.
The area from which the fee is to be collected is shown on Exhibit
2, and is bounded roughly by Interstate 5 on the west, Poinsettia -
Carrillo on the north, and the City Limits on the east and south.
The study concluded that 46 construction projects would be. required
to mitigate traffic problems in the La Costa area at buildout of
the City's General Plan. The projects ranged from minor lane
additions at intersections, to traffic signal construction or"
upgrading, to major highway widening and improvement. The total
estimated cost in 1986 dollars is slightly over $34 million.
It is significant that the study dealt in total needs (some of
which exist today) without regard for potential funding sources
other than an impact fee. A detailed review of the project list by
staff revealed that a number of the proposed projects should more
logically be funded by developers, assessment districts, or Public
Facilities Fees (PPP). Further, 16 of the projects were deemed
not practical because of environmental, physical, or right-of-way
constraints.
Accordingly, the traffic impact fee project list has been reduced
to 20 projects, with a total cost of $7,914.000. The list of
projects is attached to Resolution No. S''/ (Exhibit 3). It
includes the perceived staff priority o-f lach project. Adoption
of the resolution would approve the project list.
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Page 2 of Agenda Bill No.
It is significant that all future traffic problems in the La Cost
area cannot be mitigated if there is buildout to the density level
of the General Plan. Poor peak-hour levels of service will prevail
at places such as La Costa Avenue at Rancho Santa Fe Road., La Cosiba
Avenue at 1-5, La Costa Avenue at El Camino Real, and Alga Road al
El Camino Real. The mitigation measures needed to attain good
peak-hour levels of service at those locations are Simply not
practical to initiate. That is not uncommon in many Southern
California urban areas.
The recommended list of traffic impact fee projects totaling
4 $7,914.00, will require a fee of $67.00, per daily trip generate
by each new residential unit, and a fee of $27.00, per daily trips
generated by all other land uses. The SANDAG table of regional
trip generation would be the basis for the number of trips
generated. The reason for having two different fees is to overc e
the traffic generation phenomenon of "double-counting". For
example, approximately 60% of the daily trips generated by a
neighborhood shopping center are trips coming from the nearby
residential areas, where they were already counted once. Under the
proposal, the traffic impact fee to be charged a single family h e
(which generates ten daily trips) is $670.00. That compares to le
established interim fee of $250. Attached as exhibit 4 is
Ordinance No. ?1o7 which would impose the fee.
At the present time, seven projects in the La Costa area, with a
total of 639 residential units, are "on-hold" pending determination
by the City Council of the Traffic Impact Fee, and subsequent
approval of the projects by the Planning Commission.
Several factors are inherent in the recommendation:
A consistent monitoring and review process is required.
Traffic growth prediction is not an exact science. The
fee structure should be reviewed and subject to change
least every two years.
Some of the projects deal with traffic problems that ar
existent today. But it will take several years for the
traffic impact fee to generate meaningful revenues.
Consideration should be given to allowing the Traffic
Impact Fee fund to "borrow" from other City sources, tot*
repaid with interest when the fund is able to do so.
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I Page 3 of Agenda Bill No.
Also, it may be possible in some cases to have developers
build the needed improvements, and "credited" for other
I future improvements, or reimbursed when the fund is
solvent. However, it is significant that the recommended
fee structure makes no provision for debt service. Any
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. borrowing with an intere'st requirement would require an
upward re-evaluation of the fee.
3) In reducing the consultant's original project list from 46
I to 20 projects, it was assumed that several major projects
would be funded by either abridge, and thoroughfare
assessment district, or a developer (single-party)
assessment district. Should either of these methods fail I through protest or inaction, major upward adjustments
would be necessary in the traffic impact fee.
With respect to dealing with locations at which all future
problems cannot he mitigated, the City appears to have at
I
least two options:
a) Settle for a lower level of service at certain
intersections during a one or two-hour peak period.
I As previously stated, that is not uncommon in many
Southern California urban areas.
h) Consider lowering the allowable density of the General
I Plan. That would have two major effects. It would
lower traffic generation, thus lowering some
improvement needs. But it would also reduce the
I . number of units from which a fee could be collected.
At present, a review o,f the La Costa Master Plan is
taking place and could consider the ramifications of
reduced density. Any consideration of reducing I densities in the La Costa area should include the
regional significance of streets such as La Costa
- Avenue, El Camino Real, Rancho Santa Fe Road, and
I ..
Olivenhain Road. While Carlsbad might reduce its
traffic generation, surrounding communities such as
Encinitas, San Marcos, Vista, Escondido, Oceanside,
I and county areas will continue to grow and impact
Carlsbad's street network, and perhaps even increasing
their densities over those now contemplated.
As a follow-on to this item dealing with the La Costa
area, the concept of a City-wide traffic impact fee should
1
be explored before development impacts similar to those in
La Costa are felt in other parts Of the City.
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Page 4 of Agenda Bill No. o--J
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FISCAL IMPACT : I
Positive: Tax-free funding of $7 millio'n' in needed traffic
improvements. I
Negative: Fund administration costs estimated at $20 0000 per
year.T
• I EXHIBITS
Executive Summary of Barton-Aschman Report
Map of Boundaries of Fee Area
Resolution No. ?SI'1 , Project'List
Ordinance No. f1o7 , Imposing Fee I
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- - - - - - - - - - - - - - - - - -, -
IA (X)STA TRAFFIC DIWACr FEE
PIRWECr PRIORITY I
Priority Ratings: A: Needed Today B: Needed for "CclTlnitted Projects" C: Needed As Buildout Occurs
(Within Approx. 3 Years) (3 to 20 Years)
PIOJECr SFREE'r PHWECr DESCRIPTION ODST PRIORITY MMARKS
I (In $1,000) RATING
1 La Costa Ave. Add 2 thru: lafles,. 1-5 to ECR 1,929- A
2 La Costa Ave. Add E/B left turn lane at ECR 29 A
3 La Costa Ave. Add W/B right turn lane at I-S 29 1 C
- .-
4 La Costa Ave. Add E/B & W/B left turns & E/B 58 Add only boo turn lanes
& W/B right turns at 1F C (4 not practical).
5 La Costa Ave. Upgrade signal at F6F 125 C
6 El Camino Real Add S/B thru lane, S/O Alga to 578 B
S/OLaCosta
7 El Camino Real Add N/B left turn lane at ..1 29 A
LaCosta
8 El Camino Real hid S/B thru lane N &S of 146 C rn La Costa S
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CD'
9 . El Camino Real hid 1 S/B left turn lane at 29 C
Levante
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PROJEcr Sl'REEr PRDJECr'DESCRIPTION DST PRIORITY REMARKS
* (In $1,000) RATD
10 R. Santa Fe Rd. Add 2 turn lanes at Melrose 58 C
11 R. Santa Fe Rd. Add 3 turn lanes at C. Alvaro/ 87 C
Olivenhain.
12 Alga Rd. Add 2 thru lanes WO ECR to 771 C
£/0 Alicante.
13 Alga Rd. Add B/B right and W/B right 58 C
turn lanes at ECR.
14 El Fuerte St. Add N/B & SIB left, and NIB right 87 C
lanes at Alga.
15 01 ivenhain Id. Add 1 right turn lane at ECR 29 A
16 Olivenhain Id. Build 4 lanes from Leucalia 3,500 B In County of San Diego
- Blvd. to EQ.
IT Olivenhain Id. Widen to 4 lane, ECR to RSF - 90 A 1/4 Mi. only, -balance by
development.
18 Olivenhain Id. hid 2 thru lanes at ECR 146 C 50% by developer, total
cost: $292,000
19 Olivenhain Rd. hid 5 turn lanes at ECR 73 C 50% by developer, total
cost: $146,000
20 Olivenhain Rd. Upgrade signal at ECR 63 C. 50% by developer, total
cost: $125,000
TOFAL: $7,914