HomeMy WebLinkAboutCT 00-22; REDEEMER BY THE SEA LUTHERAN; REVISED TRAFFIC STUDY FOR PROPESED; 2001-03-12r I / >.
Darnell & ASSOCIATES. INC.
TRANSPORTATION PLANNING & TRAFFIC ENGINEERING
March 12, 2001
Mr. Ken Voertman
c/o Redeemer by the Sea Lutheran Church
6355 Corte Del Abeto #100
Carlsbad, CA 92008 D&A Ref. No: 001 OOIR
Subject: Revised Traffic Study for the Proposed Redeemer by the Sea Lutheran Church Located at
the Southeast Comer of Poinsettia Lane and Black Rail Road in the City of Carlsbad.
Dear Mr. Voertman:
In response to City comments, Damell 8c Associates, Inc. (D&A) has revised the November 14, 2000
transportation study to assess impacts related to the proposed Redeemer by the Sea Lutheran Church located
at the southeast comer of Poinsettia Lane and Black Rail Road in the City of Carlsbad. This report analyzes
the traffic impacts associated with the proposed project on local roadways and intersections, including
existing, existing plus Phase I of the project, existing plus other approved/pending projects, existing plus
other approved/pending projects plus Phase I of the project, buildout without project, and buildout plus the
Master Plan of the project conditions for the area.
Ifyou have any questions, please feel free to contact this office.
Sincerely,
DARNELL & ASSOCIATES, INC.
Vicki S. Root
Transportation Engineer
Bill E. Darnell, P.E.
Firm Principal
BED/vsr/ss/bm
001001 CarlsbadRecleemerRPT2.wpcl/01-03
^0'
1446 FRONT STREET • THIRD FLOOR • SAN DIEGO, CA 92101
PHONE: 619-233-9373 • FAX: 619-233-4034
E-mail: BD492(g)aoi.com
TRAFFIC STUDY
FOR
REDEEMER BY THE SEA LUTHERAN CHURCH
INTHE
CITY OF CARLSBAD
Submitted To:
REDEEMER BY THE SEA LUTHERAN CHURCH
6355 CORTE DEL ABETO #100
CARLSBAD, CA 92008
Submitted By:
Darnell & Associates, Inc.
1446 Front Street, Third Floor
SanDiego, CA 92101
619-233-9373
March 12, 2001
001001/001001CarlsbadRedeemerRPT2.wpd/01-03
TABLE OF CONTENTS
INTRODUCTION 1
PROJECT DESCRIPTION 1
REPORT ORGANIZATION 1
SECTION I - ANALYSIS METHODOLOGY 4
ROADWAY SEGMENTS 4
INTERSECTIONS 4
LEVEL OF SERVICE 4
LEVELS OF SIGNIFICANCE STANDARDS 5
SECTION II - EXISTING CONDITIONS 6
EXISTING CHARACTERISTICS 6
Existing Roadway Segments 6
Existing Intersections 9
EXISTING LEVEL OF SERVICE CONDITIONS .9
Roadway Segments 9
Intersections 10
SECTION III - PROJECT RELATED CONDITIONS 11
TRIP GENERATION RATES 11
TRIP DISTRIBUTION/ASSIGNMENT 14
SECTION IV - IMPACTS 20
EXISTING PLUS PROJECT - PHASE I 20
Roadway Segments 20
Intersections 20
EXISTING PLUS OTHER APPROVED/PENDING PROJECTS 20
NEAR TERM CUMULATIVE CONDITIONS 24
Roadway Segments 24
Intersections 24
BUILDOUT CONDITIONS ' . . 29
Forecast Analysis 29
Roadway Segment Analysis 29
Intersection Analysis 29
SECTION V - PROJECT ACCESS AND ON-SITE CIRCULATION 36
PROJECT ACCESS 36
Near Term Conditions 36
Buildout Conditions 36
ON-SITE CIRCULATION 36
SECTION VI - RECOMMENDED TRAFFIC MITIGATION MEASURES 38
ROADWAY SEGMENTS 38
INTERSECTIONS 38
SECTION VII - SUMMARY OF FINDINGS AND CONCLUSIONS 39
LIST OF FIGURES
Figure 1 - Vicinity Map 2
Figure 2 - Site Plan 3
Figure 3 - Existing Roadway and Intersection Geometries 7
Figure 4 - Existing Traffic Volumes 3
Figure 5 - Near Term Trip Distribution 16
Figure 6 - Long Term Trip Distribution I7
Figure 7 - Phase I Project Related Traffic Volumes ' " ^ ^ lg
Figure 8 - Master Plan Project Related Traffic Volumes ^ ^ ^ I9
Figure 9 - Existing Plus Phase 1 Project Traffic Volumes ^ " " 2I
Figure 10 - Existing Plus Other Approved/Pending Projects Traffic Volumes 25
Figure 11 - Existing Plus Other Approved/Pending Projects Plus Phase I Project Traffic Volumes ... 26
Figure 12 - Buildout Without Project Traffic Volumes 31
Figure 13 - Buildout Plus Master Plan Project Traffic Volumes ^ * ^ 32
Figure 14 - Buildout Geometries 33
LIST OF TABLES
Table 1 - Level of Service Ranges 5
Table 2 - Existing Roadway Segment Level of Service Summary 9
Table 3 - Existing Intersection Level of Service Summary 10
Table 4 - Trip Generation Rate Summary 12
Table 5 - Weekday Trip Generation Summary I3
Table 6 - Trip Generation Summary on a Special Occasion 14
Table 7 - Sunday Trip Generation Summary I5
Table 8 - Existing -i- Phase I Project Roadway Segment Level of Service Summary 22
Table 9 - Existing -i- Phase I Project Intersection Level of Service Summary 23
Table 10 - Existing -i- Other Approved/Pending Projects + Phase I Project Roadway Segment
Level of Service Summary 27
Table 11 - Existing + Other Projects -I- Phase I Project Intersection Level of Service Summary 28
Table 12 - Buildout With and Without Phase V-Master Plan ofthe Proposed Project Roadway
Segment Level of Service Summary 34
Table 13 - Buildout With and Without Phase V-Master Plan ofthe Proposed Project Intersection
Level of Service Summary 35
Table 14 - Project Access Level of Service Summary 37
APPENDICES
APPENDIX A
VPeak Hour Counts
>-Daily Traffic Counts
>-Buildout Forecast Volumes
>City of Carlsbad Circulation Plan
VCity of Carlsbad Arterial Segment Capacities
VSANTEC/ITE Measure of Significant Project Traffic Impacts
APPENDIX B
^Redeemer by the Sea Lutheran Church Phasing Plan
APPENDIX C
>-List of Other Approved/Pending Projects
VOther Approved/Pending Projects Trip Generation
>Other Approved/Pending Projects Trip Distribution
APPENDIX D
^Existing Conditions (ICU & HCS)
APPENDIX E
^Existing + Phase 1 Project Conditions (ICU & HCS)
APPENDIX F
>-Existing -I- Other Approved/Pending Projects Conditions (ICU & HCS)
APPENDIX G
>Existing + Other Approved/Pending Projects + Phase 1 Project Conditions (ICU & HCS)
APPENDIX H
>• Buildout Without Project Conditions (ICU)
APPENDIX I
> Buildout + Phase V Project Conditions (ICU)
APPENDIX J
VProject Access Analysis (HCS)
INTRODUCTION
PROJECT DESCRIPTION
This transportation report has been prepared to evaluate the traffic related impacts of the proposed Redeemer
by the Sea Lutheran Church. The project is located at the southeast comer of Poinsettia Lane and Black Rail
Road in the City of Carlsbad. Figure 1 shows the regional location of the project and Figure 2 shows the
detailed site plan.
The project is proposed to be constructed in five phases, with the first phase anticipated to be developed by
the Year 2002 and the last phase anticipated to be completed by the year 2020. (A copy of the proposed
phasing can be found in Appendix B.) Each of the proposed phases is briefly described below:
Phase I: Construct the Sanctuary Building. During this phase the worship center will be
approximately 6,258 square feet and seat 200 people. A preschool for 48 students will be located
in the lower level. This phase is anticipated to be completed by the Year 2002.
Phase II: Construct the Preschool Building for 118 students. During this phase the pre-school will
be moved out of the Sanctuary thereby allowing the worship center to be expanded to approximately
19,170 square feet. Phase II is anticipated to be completed by 2005-2006.
Phase III: Construct the Administration Building. During this phase the church offices will be
moved out of the Sanctuary thereby allowing the worship center to be expanded to its maximum
capacity of 406 seats, approximately 23,014 square feet. A 2,884 square foot Elder Center with
conference rooms, game rooms, and a kitchen will be built in the lower level of the Administration
Building. Phase III is estimated to be completed by 2008-2010.
Phase IV: Construct an Elementary School for 240 students. The Elementary School is estimated
to be completed by 2013-2015.
Phase V-Master Plan: Construct a 22,386 square foot Family Life Center with youth meeting rooms,
a theater, a gymnasium, and a kitchen. The Master Plan is estimated to be completed by 2018-2020.
It should be noted that the phasing pattern described above is very preliminary. In reality, the project will
be developed upon demand and may not be phased exactly as described above. For instance, the
Administration Building may be constructed prior to the Preschool and the Family Life Center may be
constructed prior to the Elementary School.
REPORT ORGANIZATION
Section 1 discusses the analysis methodology and Section II evaluates the existing roadway characteristics
and traffic conditions surrounding the project area. Section III examines the potential trips generated by the
proposed project and it defines the trip distribution assumptions. Section IV analyzes the near term and long
term impacts of the proposed project. Section V analyzes the project's access points and on-site circulation.
Section VI provides recommended mitigation measures and Section VII summarizes the report's findings
and conclusions.
Darnell & ASSOCIATES, INC. FIGURE 1
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SECTION I
ANALYSIS METHODOLOGY
ROADWAY SEGMENTS
The levels of service for the roadway segments in the vicinity of the project were analyzed under existing,
existing plus Phase I of the project, existing plus other approved/pending projects, existing plus other
approved/pending projects plus Phase I of the proposed project, buildout without project, and buildout plus
the Master Plan of the proposed project conditions. The roadway segment LOS was determined by
comparing the traffic volumes under all traffic conditions to the capacity ofthe roadway according to its
arterial segment classification.
INTERSECTIONS
The Poinsettia Lane/Aviara Parkway and the Poinsettia Lane/Black Rail Road intersections were analyzed
under existing, existing plus Phase I of the project, existing plus other approved/pending projects, and
existing plus other approved/pending projects plus Phase I of the proposed project, buildout without project,
and buildout plus the master plan of the proposed project conditions. Traffic counts for the Aviara
Parkway/Black Rail Road intersection were collected, however, the intersection was not analyzed because
the proposed project assigns a maximum of 20 peak hour trips through the intersection during Phase I and
a maximum of 3 5 peak hour trips through the intersection during the Master Plan (see Section III). A general
guideline for Traffic Impact Studies (TIS) is that an intersection is only required to be analyzed if the
proposed project adds 50 or more peak-hour trips in either direction to the existing traffic.
To conform to the requirements of the City of Carlsbad, the signalized intersection of Poinsettia Lane and
Aviara Parkway was analyzed using the Intersection Capacity Utilization (ICU) Methodology. The ICU
methodology calculates a volume to capacity (v/c) ratio based on a capacity of2000 vehicles per hour green
per lane (vphgpl) for all thru lanes, a capacity of 1,800 vphgpl for all single tum lanes, and a capacity of
1,620 vphgpl for all dual tum lanes. A ten percent (0.10) clearance interval, time allowed for all vehicles
to clear the intersection, was utilized throughout the analysis.
Since the ICU methodology can only be used on signalized intersections, the Highway Capacity Software
(HCS), version 3.2 (which is based on the most recent Highway Capacity Manual procedures) was utilized
to analyze the morning and aftemoon peak hour conditions of the unsignalized intersection of Poinsettia Lane
and Black Rail Road.
LEVEL OF SERVICE
Level of Service (LOS) is a professional industry standard by which the operating conditions of a given
roadway segment or intersection are measured. Level of Service is defined on a scale of A to F; where LOS
A represents the best operating conditions and LOS F represents the worst operating conditions. LOS A
facilities are characterized as having free flowing traffic conditions with no restrictions on maneuvering or
operating speeds; traffic volumes are low and travel speeds are high. LOS F facilities are characterized as
having forced flow with many stoppages and low operating speeds. Table 1 shows the volume to capacity
(v/c) ratio and delay ranges that are equivalent to each Level of Service.
I
I
Table 1
Level of Service Ranges
Level of
Service
Roadway Segments - Volume
to Capacity (v/c) Ratio'
Signalized Intersections -
Volume to Capacity (v/c) Ratio^
Unsignalized Intersections -
Delay (Seconds/Vehicle)'
A 0.00 to 0.60 0.00 to 0.60 0.00 to 10.0
B 0.61 to 0.70 0.61 to 0.70 10.1 to 15.0
C 0.71 to 0.80 0.71 to 0.80 15.1 to 25.0
D 0.81 to 0.90 0.81 to 0.90 25.1 to 35.0
E 0.91 to 1.00 0.91 to 1.00 35.1 to 50.0
F Greater than 1.00 Greater than 1.00 Greater than 50.0
' The volume to capacity ratios are based on the City of Carlsbad Arterial Segment Capacities.
^ The delay ranges shown are based on the ICU Methodology for signalized intersections.
' The delay ranges shown are based on the Highway Capacity Software version 3.2 for unsignalized
intersections.
The City of Carlsbad encourages operation of LOS C or better at planned intersections and roadway
segments. In developed areas, LOS D is an acceptable Level of Service for existing intersections and
roadway segments.
LEVELS OF SIGNIFICANCE STANDARDS
The San Diego Traffic Engineers' Council (SANTEC) andthe Institute of Transportation Engineers
(ITE) Guidelines for Traffic Impact Studies (TIS) in the San Diego Region, Febmary 29, 2000 Draft was
utilized to determine the significance of traffic impacts in regards to requiring mitigation. The
SANTEC/ITE TIS Guidelines consider an increase in volume to capacity (v/c) ratio of two percent
(0.020) or less or an increase in delay time of two (2) seconds or less on roadways and intersections
operating at LOS D, E, or F to be insignificant. The levels of significance are not applied to roadway
segments or intersections which operate at LOS C or better. (A copy ofthe SANTEC/ITE TIS
Guidelines can be found in Appendix A.)
SECTION II
EXISTING CONDITIONS
This section ofthe traffic study is intended to assess the existing conditions ofthe roadways and intersections
within the vicinity ofthe project to determine travel flow and/or delay difficulties, if any, that exist prior to
adding the traffic generated by the proposed project. The existing conditions analysis establishes a base
condition which is used to apply the other scenarios discussed in this report.
Damell & Associates, Inc. conducted a field review and collected twenty-four hour machine counts and
moming and aftemoon tum counts for the area surrounding the project in late October early November, 2000.
Current traffic volumes for Poinsettia Lane and Aviara Parkway were obtained from the City of Carlsbad
Growth Management Plan 1999 Traffic Monitoring Program and the San Diego Region Average Weekday
Traffic Volumes 1995-1999. Figures 3 and 4 depict the existing roadway and intersection geometries and
traffic volumes, respectively, in the project vicinity. The count sheets, a copy ofthe "Arterial Segment
Capacities" for the City of Carlsbad, and a copy ofthe City of Carlsbad Circulation Plan can be found in
Appendix A.
EXISTING CHARACTERISTICS
Existing Roadway Segments
Poinsettia Lane is an east-west roadway that extends from west of Interstate 5 to Black Rail Road. West
of Aviara Parkway, Poinsettia Lane is a four-lane roadway with bike lanes and a raised center median. This
section of Poinsettia Lane has a cross-section equivalent to that ofa four-lane Major Arterial with a capacity
of 44,450 Average Daily Traffic (ADT) at Level of Service (LOS) E.
Between Aviara Parkway and Black Rail Road, Poinsettia Lane is a two-lane roadway with bike lanes and
a raised center median. The capacity of this segment of Poinsettia Lane is estimated to be equivalent to that
of a two-lane Collector with no access (22,230 ADT at LOS E).
A short segment of Poinsettia Lane is constructed from just east of Ambrosia Lane to Cassia Road as a four-
lane roadway with a raised center median. This section of Poinsettia Lane has a cross-section equivalent to
that of a four-lane Major Arterial with a capacity of 44,450 ADT at LOS E.
In the City of Carlsbad Circulation Plan, Poinsettia Lane is planned to be constructed as a four-lane Major
Arterial from Carlsbad Boulevard to Melrose Drive. In this analysis, it is assumed that the connection of
Poinsettia Lane from Black Rail Road to El Camino Real will be completed by the Year 2020.
Aviara Parkway is a four-lane roadway with bike lanes and a raised median. The cross-section of Aviara
Parkway is equivalent to that of a four-lane Secondary Arterial, capacity of 33,340 ADT at LOS E.
Blacl< Rail Road is a north-south two-lane undivided roadway with forty-feet (40') of pavement curb to curb.
The cross-section of Black Rail Road is equivalent to that of a two-lane Local Road, capacity of 11 120 ADT
at LOSE.
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Existing Intersections
Damell & Associates, Inc. collected moming and aftemoon peak hour turn counts at the following three
intersections in late October and early November, 2000:
1. Poinsettia Lane/Aviara Parkway (Signalized),
2. Poinsettia Lane/Black Rail Road (Stop-controlled on Poinsettia), and
3. Aviara Parkway/Black Rail Road (Signalized).
It should be noted that although traffic counts were collected at the Aviara Parkway/Black Rail Road
mtersection, the intersection was not analyzed because the proposed project assigns less than 50 peak hour
trips in either direction to this intersection (see Section III).
EXISTING LEVEL OF SERVICE CONDITIONS
Roadway Segments
For the purpose ofthis report, the daily traffic volumes ofthe roadway segments in the vicinity ofthe project
(as presented in Figure 4) were compared to the City of Carlsbad "Arterial Segment Capacities". The daily
(24 hour) traffic count sheets and a copy of the City of Carlsbad "Arterial Segment Capacities" are included
in Appendix A.
Table 2 shows that all roadway segments analyzed currently operate at LOS A.
Table 2
Existing Roadway Segment Level of Service Summarv
Roadway Segment Classification Capacity' A.D.T. v/c
Ratio LOS
Poinsettia Lane
- West of Aviara Parkway
- Btwn Aviara Pkwy and Black Rail Rd
4-Ln Major Arterial
2-Ln Collector
44,450
22,230
13,800
1,600
0.310
0.072
A
A
Aviara Parkway
- North or Poinsettia Lane
- Btwn Poinsettia Ln and Black Rail Rd
- East of Black Rail Road
4-Ln Secondary Arterial
4-Ln Secondary Arterial
4-Ln Secondary Arterial
33,340
33,340
33,340
2,700
14,000
13,600
0.081
0.420
0.408
A
A
A
Black Rail Road
- North of Poinsettia Lane
- Btwn Poinsettia Ln and Aviara Pkwy
2-Ln Local
2-Ln Local
11,120
11,120
1,470
908
0.132
0.082
A
A
' The capacity is based on the upper limit of LOS E per the City of Carlsbad Arterial Segment Capacities
Intersections
To meet the requirements of Carlsbad, the ICU methodology was used to analyze the signalized intersection
of Poinsettia Lane and Aviara Parkway and the HCS, version 3.2, was used to analyzed the stop-controlled
intersection of Poinsettia Lane and Black Rail Road. The results of the analysis are summarized in Table
3. As can be seen from Table 3, both intersections currently operate at LOS A during both the moming and
aftemoon peak hour.
A copy ofthe ICU and HCS worksheets for existing conditions can be found in Appendix D.
Table 3
Existing Intersection Level of Service Summary
Signalized Intersection'
Intersection
AM Peak PM Peak
Intersection
v/c Ratio LOS v/c Ratio LOS
Poinsettia Lane @
- Aviara Parkway 0.35 A 0.32 A
One-Way Stop-Controlled Intersection^
Intersection
Critical Movement AM Peak PM Peak
Intersection
Critical Movement
Delay (sec/veh) LOS Delay (sec/veh) LOS
Poinsettia Lane @
- Black Rail Road
NB Approach
EB Left Tum Movement
EB Right Tum Movement
7.3
9.1
8.5
A
A
A
7.3
9.0
8.5
A
A
A
' The v/c ratio and corresponding Level of Service (LOS) is per the ICU methodology
^ The delay per vehicle and the corresponding Level of Service (LOS) is per the Highway Capacity Software,
version 3.2
10
SECTION III
PROJECT RELATED CONDITIONS
TRIP GENERATION RATES
The trip generation potential for a project is estimated based on the land use characteristics. Trip
generation rates, daily and peak hour, for each phase of the proposed project was based on the (Not So )
Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, published by the San Diego
Association of Govemments (SANDAG) in July 1998. Table 4 summarizes the trip generation rates used
for each component of the proposed project.
Elder Center & Family Life Center Trip Generation
The SANDAG Trip Generation Guide does not have a standard trip generation rate for uses such as the
Elder Center and the Family Life Center. In these cases, since both of the uses are associated with the
Sanctuary, the trip generation was estimated to be equivalent to that of a Sunday worship service. In the
trip generation calculations, only the square footage of the uses anticipated to contribute to trip
generation (i.e. the meeting rooms, the game room, the theater, the kitchen) were considered. It should
also be noted, that based on discussions with the developer, it was determined that the Elder Center
would only be utilized during the weekdays, typically 9:00 a.m. to 4:00 p.m., and would be expected to
contribute a nominal amount of traffic to the moming or aftemoon peak hour traffic. Likewise, the
Family Life Center is intended to only be used by the youth during the evenings and would not generate
any traffic during the moming peak hour. In this analysis, it was estimated that approximately five
percent (5%) ofthe total daily trips generated by the Family Center would be generated during the
afternoon peak hour.
In the trip generation calculations, it was also assumed that the gymnasium in the Family Life Center
would only be used on special occasions occurring during the evenings or on a Saturday and would not
be used in conjunction with the other facilities, i.e. meeting rooms, within the Family Life Center.
Weekday Trip Generation
Table 5 summarizes the weekday trip generation calculations for each phase of the proposed project. As
can be seen from Table 5, Phase I of the proposed project is estimated to generate 296 average daily trips
(ADTs), 44 morning peak hour trips, and 47 aftemoon peak hour trips. Phase V-the Master Plan ofthe
proposed project is estimated to generate 1,426 ADTs, 191 moming peak hour trips, and 158 afternoon
peak hour trips. During a special event, the Master Plan of the proposed project is estimated to generate
1,548 ADTs, 191 moming peak hour trips, and 164 aftemoon peak hour trips, see Table 6.
For this analysis, the trip generation for Phase I of the project was used to determine the immediate near
term impacts of the proposed project. The Master Plan trip generation of 1,426 ADT was utilized to
determine the long term impacts of the proposed project.
11
Table 4
Trip Generation Rate Summary
Land Use
Weekday Trip Generation Rate Sunday Trip Generation Rate
Land Use Daily Trip
Generation Rate'
AM Peak Hour Trip Generation
% of Daily (In: Out)
PM Peak Hour Trip Generation
% of Daily (In: Out) Daily Trip
Generation Rate'
Peak Hour Trip Generation %
of Daily (In: Out) Land Use Daily Trip
Generation Rate'
Total In Out Total In Out
Daily Trip
Generation Rate'
Total In Out
Sanctuary 9 Trips/ksf 5% 6 4 8% 5 5 36 Trips/ksf 32% 5 5
Preschool 5 Trips/Student 17% 5 5 18% 5 5 0 Trips/Student ---
Elder Center^ 36 Trips/ksf 0% --0% --0 Trips/ksf ---
Elementary School 1.2 Trips/Student 28% 6 4 7% 3 7 0 Trips/Student ---
Family Life Center^ 36 Trips/ksf 0% --5% 10 0 0 Trips/ksf ---
' All trip generation rates are based on the (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region published by SANDAG in July 1998
^ Since both the Elder Center and Family Life Center are associated with the Sanctuary, the trip generation was estimated to be equivalent to that of a Sunday worship service
Table 5
Weekday Trip Generation Summary
Land Use Total No. of Units Daily Trips
AM Peak Hour Trips PM Peak Hour Trips
Land Use Total No. of Units Daily Trips
Total In Out Total In Out
Phase I - Completed by 2002
• Sanctuary 6.258 ksf 56 3 2 1 4 2 2
• Preschool 48 Students 240 41 21 20 43 22 21
Total Trip Generation Phase 1: 296 44 23 21 47 24 23
Phase II - Completed by 2005-2006
• Sanctuary 19.17 ksf 173 9 5 4 14 7 7
• Preschool 118 Students 590 IOO 50 50 106 53 53
Total Trip Generation Phase 11: 763 109 55 54 120 60 60
Phase III - Completed by 2008-2010
• Sanctuary 23.014 ksf 207 10 6 4 17 9 8
• Preschool 118 Students 590 IOO 50 50 106 53 53
• Elder Center 1.03 ksf 37 0 0 0 0 0 0
Total Trip Generation Phase III; 834 110 56 54 123 62 61
Phase IV - Completed by 20I3-20I5
• Sanctuary 23.014 ksf 207 10 6 4 17 9 8
• Preschool 118 Students 590 IOO 50 50 106 53 53
• Elder Center 1.03 ksf 37 0 0 0 0 0 0
• Elementary School 240 Students 288 81 49 32 20 6 14
Total Trip Generation Phase IV: 1,122 191 105 86 143 68 75
Phase V - Master Plan Completed by 2 018-2020
• Sanctuary 23.014 ksf 207 10 6 4 17 9 8
• Preschool 118 Students 590 100 50 50 106 53 53
• Elder Center 1.03 ksf 37 0 0 0 0 0 0
• Elementary School 240 Students 288 81 49 32 20 6 14
• Family Life Center 8.44 ksf 304 0 0 0 15 15 0
Total Trip Generation Phase V-Master Plan: 1,426 191 105 86 158 83 75
' The size of the Elder Center includes the Conference Room, Assembly Room, Game Room, Lobby, and Kitchen.
^ The size of the Family Center includes the Youth Meeting Room, Fireside Room, Theater, Fitness Center, Church Store, and Kitchen.
13
Table 6
Trip Generation Summary on a Special Occasion
Land Use Total No. of Units Daily Trips
AM Peak Hour Trips PM Peak Hour Trips Land Use Total No. of Units Daily Trips
Total In Out Total In Out
Phase V - Master Plan Comph :ted by 2018-2020
• Sanctuary 23.014 ksf 207 10 6 4 17 9 8
• Preschool 118 Students 590 IOO 50 50 106 53 53
• Elder Center 1.03 ksf 37 0 0 0 0 0 0
• Elementary School 240 Students 288 81 49 32 20 6 14
• Family Life Center 11.83 ksf 426 0 0 0 21 21 0
Total Trip Generation for Phase V-Master Plan: 1,548 191 105 86 164 89 75
' The size ofthe Elder Center includes the Conference Room, Assembly Room, Game Room, Lobby, and Kitchen.
^ The size ofthe Family Center includes the Gym and the Kitchen because these are the facilities anticipated to be utilized
during a special event.
Sunday Trip Generation
Table 7 summarizes the trip generation of each phase of the proposed project on a Sunday, the day of
worship. Based on discussions with the developer, it was determined that at no time will the Elder
Center or Family Life Center be utilized at the same time as Sunday Service. Table 7 shows that on a
Sunday, Phase I of the proposed project will generate 225 ADTs and Phase V-the Master Plan ofthe
proposed project is estimated to generate 829 ADTs. These Sunday trip generation rates for Phase I and
the Master Plan of the proposed project are significantly less than the weekday trip generation.
Therefore, the Sunday trip generation was not considered in the analysis.
TRIP DISTRIBUTION/ASSIGNMENT
Trip distribution for this site was determined based on the location of the residents who would utilize the
proposed project facilities. The project distribution percentages for near term and buildout conditions are
presented on Figures 5 and 6, respectively. For the near term analysis (Phase I of the project), it was
assumed that Poinsettia Lane would not be extended from its existing terminus at Black Rail Road.
Therefore, the project's only access would be via Black Rail Road. For buildout conditions (Master Plan
ofthe project), it was assumed that Poinsettia Lane would be extended as a four-lane Major Arterial east
to El Camino Real. It was assumed that there would be no median break on Poinsettia Lane at Street
"A", the project's access, therefore, restricting the access to right-in/right-out only movements.
New traffic volumes generated by the proposed project were assigned to the local roadway network using
the percentages depicted in Figures 5 and 6. The project related daily and peak hour trips are shown in
Figures 7 and 8, respectively for Phase I and the Master Plan. The impacts associated with the addition
of project traffic are discussed in the following section. Section IV.
14
Table 7
Sunday Trip Generation Summary
Land Use Total No. of Units Daily Trips
Peak Hour Trips Land Use Total No. of Units Daily Trips
Total In Out
Phase I - Completed by 2002
• Sanctuary 6.258 ksf 225 72 36 36
• Preschool 48 Students 0 0 0 0
Total Trip Generation Phase I: 225 72 36 36
Phase II - Completed by 2005-2006
• Sanctuary 19.17 ksf 690 221 111 110
• Preschool 118 Students 0 0 0 0
Total Trip Generation Phase II: 690 221 111 110
Phase III - Completed by 2008-2010
• Sanctuary 23.014 ksf 829 265 133 132
• Preschool 118 Students 0 0 0 0
• Elder Center' 1.03 ksf 0 0 0 0
Total Trip Generation Phase III: 829 265 133 132
Phase IV - Completed by 2013-2015
• Sanctuary 23.014 ksf 829 265 133 132
• Preschool 118 Students 0 0 0 0
• Elder Center' 1.03 ksf 0 0 0 0
• Elementary School 240 Students 0 0 0 0
Total Trip Generation Phase IV: 829 265 133 132
Phase V - Master Plan Completed by 2018-2020
• Sanctuary 23.014 ksf 829 265 133 132
• Preschool 118 Students 0 0 0 0
• Elder Center' 1.03 ksf 0 0 0 0
• Elementary School 240 Students 0 0 0 0
• Family Life Center' 8.44 ksf 0 0 0 0
Total Trip Generation for Phase V-Master Plan: 829 265 133 132
' The Elder Center and Family Center will not be utilized at the same time the Sanctuary worship is conducted, therefore, they
are not anticipated to generate any traffic on Sunday.
15
I
LEGEND
XX% - DISTRIBUTION PERCENTAGE
* - PROJECT SITE
r 55%
45%
PROJECT
ENTRANCE
r
2 OC CO
o o
I cn o I
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o o
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Darnell & ASSOCIATES, INC. FIGURE 5
NEAR TERM TRIP DISTRIBUTION
LEGEND
XX% - DISTRIBUTION PERCENTAGE
* - PROJECT SITE
Darnell & ASSOCIATES. INC. FIGURE 6
LONG TERM TRIP DISTRIBUTION
o;
o
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o o
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LEGEND
XX/YY- AM/PM TURN VOLUMES
Z.ZZZ - DAILY TRAFFIC
* - PROJECT SITE
Darnell & ASSOCIATES, INC. FIGURE 7
PHASE I PROJECTED RELATED TRAFFIC VOLUMES
cc C/1
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LEGEND
XX/YY- AM/PM TURN VOLUMES
Z.ZZZ - DAILY TRAFFIC
* - PROJECT SITE
o
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Darnell & ASSOCIATES, INC. FIGURE 8
MASTER PLAN PROJECT RELATED TRAFFIC VOLUMES
< < 5 o
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SECTION IV
IMPACTS
EXISTING PLUS PROJECT - PHASE I
Roadway Segments
The roadway segments were reanalyzed with the traffic generated from Phase I ofthe proposed project
added to existing traffic volumes. The daily and peak hour turn volumes for existing plus Phase I project
conditions are illustrated in Figure 9. Table 8 summarizes the existing plus Phase I project roadway
segment analysis.
As can be seen from Table 8, all roadway segments analyzed continue to operate at LOS A with the
addition of Phase I of the project.
Intersections
The intersections were reanalyzed with the traffic generated from the proposed project added to existing
traffic volumes. The intersection analysis for the existing plus Phase I project conditions are summarized
in Table 9.
As can be seen from Table 9, both intersections continue to operate at LOS A during both peak hours
with the addition of traffic generated by Phase I of the project.
The ICU and HCS worksheets for the existing plus Phase I project conditions can be found in Appendix
E.
EXISTING PLUS OTHER APPROVED/PENDING PROJECTS
Other Approved/Pending Projects
From discussions with the Engineering Department at the City of Carlsbad, it was determined that the
development of the property along Poinsettia Lane from Black Rail Road to Ambrosia Lane should be
included in the traffic analysis. (A copy of the correspondence with the City staff regarding which
projects to include in the analysis can be found in Appendix C.) These projects include the following:
4. Ocean Bluff (CT 93-09): A 96 single-family dwelling unit subdivision located at the northwest
comer of Poinsettia Lane and Black Rail Road. The project takes access off Black Rail Road
and Poinsettia Lane.
5. DeJong (CT 98-05): A 28 single-family dwelling unit subdivision located at the northeast comer
of Poinsettia Lane and Black Rail Road. The project takes access off Black Rail Road.
6. Daybreak Communitv Church (CUP 00-06): A 18,112 square foot (approximate size)
community church located at the southwest comer of Poinsettia Lane and Ambrosia Lane. The
project is assumed to take access, in the near term, off Ambrosia Lane.
20
NJ
I
I
^12/13\
^9/10
PROJECT
ENTRANCE,
tr / CO r:
LEGEND
XX/YY- AM/PM TURN VOLUMES
Z.ZZZ - DAILY TRAFFIC
* - PROJECT SITE
Darnell & ASSOCIATES, INC. FIGURE 9
EXISTING PLUS PHASE I PROJECT TRAFFIC VOLUMES
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22
Table 9
Existing + Phase I Project Intersection Level of Service Summary
Signalized Intersection'
Intersection
Existing Conditions Existing + Phase 1 Project
Intersection AM Peak PM Peak AM Peak PM Peak Intersection
v/c Ratio LOS v/c Ratio LOS v/c Ratio LOS Inc.
in v/c Sig.? v/c Ratio LOS Inc.
in v/c Sig.?
Poinsettia Lane @
- Aviara Parkway 0.35 A 0.32 A 0.35 A 0.0 N/A 0.32 A 0.0 N/A
One-Way Stop-Controlled Intersection^
Intersection Critical
Movement
Existing Conditions Existing + Phase 1 Project
Intersection Critical
Movement
AM Peak PM Peak AM Peak PM Peak Intersection Critical
Movement
Delay
(sec/veh) LOS Delay
(sec/veh) LOS Delay
(sec/veh) LOS Delay
Inc. Sig.? Delay
(sec/veh) LOS Delay
Inc. Sig.?
Poinsettia Lane @
- Black Rail Road
NB Approach
EBL Movement
EBR Movement
7.3
9.1
8.5
A
A
A
7.3
9.0
8.5
A
A
A
7.3
9.2
8.6
A
A
A
0.0
0.1
0.1
N/A
N/A
N/A
7.3
9.2
8.6
A
A
A
0.0
0.1
0.1
N/A
N/A
N/A
' The v/c ratio and corresponding Level of Service (LOS) is per the ICU methodology
^ The delay per vehicle and the corresponding Level of Service (LOS) is per the Highway Capacity Sofhvare, version 3.2
Sig. ? = Significance is based on the SANTEC/ITE Traffic Impact Guidelines.
N/A = Not Applicable because significance is not applied to intersections that operate at LOS C or better.
7- Redeemer bv the Sea Subdivision: A 12-lot subdivision located at the southeast comer ofthe
Redeemer by the Sea Lutheran Church, property. Although this subdivision is actually shown on
the site plans for the proposed project. Redeemer by the Sea plans to sell these 12 lots to
someone else to develop.
8- Cobblestone (CT 84-32A): A 234-lot subdivision located at the comer of Cobblestone Road and
Black Rail Road north of Poinsettia Lane. The project's primary access is off Cobblestone Road
and its secondary access is off Black Rail Road.
9. Carnation; A 32-lot subdivision located on the west side of Black Rail Road south of Poinsettia
Lane. The project takes access off Black Rail Road.
City staff also indicated that two parcels of land, one located at the southwest comer of Poinsettia Lane
and Black Rail Road and the other located off Poinsettia Road east ofthe Redeemer by the Sea site
should be included in the analysis assuming they were developed according to the General Plan. The
General Plan calls for these parcels to be developed as low to medium residential at approximately three
(3) dwelling units per acre. Since a Tentative Map has not been filed for these parcels at this fime, it
assumed that they will not be developed within the next two to three years. Therefore, they are not
included in the near term analysis. These parcels, however, are assumed to be developed as per the
General Plan under buildout conditions.
Trip GenerationIDistribution
The trip generation and distribution assumed for the other approved/pending projects can be found in
Appendix C. Figure 10 illustrates the existing plus other approved/pending projects daily and peak hour
tum volumes.
NEAR TERM CUMULATIVE CONDITIONS
Roadway Segments
The roadway segments were reanalyzed under near term cumulative conditions (existing plus other
approved/pending projects plus Phase I of the proposed project). The daily and peak hour tum volumes
for near term cumulative conditions are illustrated in Figure 11. Table 10 summarizes the near term
cumulative roadway segment analysis.
As can be seen from Table 10, all roadway segments analyzed continue to operate at LOS A under near
term cumulative conditions.
Intersections
The intersections were reanalyzed under near term cumulative conditions (existing plus other
approved/pending projects plus Phase I of the proposed project). The intersection analysis for the near
term cumulative conditions are summarized in Table 11.
As can be seen from Table 11, both intersections continue to operate at LOS B or better during both peak
hours under near term cumulative conditions.
24
(NJ
Ul
LEGEND
XX/YY- AM/PM TURN VOLUMES
Z.ZZZ - DAILY TRAFFIC
Darnell & ASSOCIATES, INC. FIGURE 10
EXISTING PLUS OTHER APPROVED/PENDING
PROJECTS TRAFFIC VOLUMES
C/)
o I
ro < <
o o
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INJ
cn
LEGEND
XX/YY- AM/PM TURN VOLUMES
Z.ZZZ - DAILY TRAFFIC
* - PROJECT SITE
Darnell & ASSOCIATES, INC. FIGURE 11
EXISTING PLUS OTHER APPROVED/PENDING
-Mr-^To . p,_j^3^ , PROJECT TRAFFIC VOLUMES PROJECTS +
o
2
ft:
00
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Table 10
Existing + Other Approved/Pending Projects + Phase I Project Roadway Segment Level of Service Summary
Roadway Segment Classification Capacity'
Existing + Others
Projects
Existing -i- Other Projects
-1- Phase 1 Project lnc in
v/c
Ratio
Sign.
Impact^
Roadway Segment Classification Capacity'
A.D.T. v/c
Ratio LOS A.D.T. v/c
Ratio LOS
lnc in
v/c
Ratio
Sign.
Impact^
Poinsettia Lane
- West of Aviara Parkway
- Btwn Aviara Pkwy & Black Rail Rd
4-Ln Major
2-Ln Collector
44,450
22,230
15,094
3,639
0.340
0.164
A
A
15,183
3,787
0.342
0.170
A
A
0.002
0.006
N/A
N/A
Aviara Parkway
- North or Poinsettia Lane
- Btwn Poinsettia Ln & Black Rail Rd
- East of Black Rail Road
4-Ln Secondary
4-Ln Secondary
4-Ln Secondary
33,340
33,340
33,340
3,406
14,203
14,171
0.102
0.426
0.425
A
A
A
3,465
14,218
14,289
0.104
0.426
0.429
A
A
A
0.002
0.000
0.004
N/A
N/A
N/A
Black Rail Road
- North of Poinsettia Lane
- Btwn Poinsettia Ln & Project Ent.
- South of Project Entrance
2-Ln Local
2-Ln Local
2-Ln Local
11,120
11,120
11,120
3,482
1,417
1,321
0.313
0.127
0.119
A
A
A
3,497
1,580
1,454
0.314
0.142
0.131
A
A
A
0.001
0.015
0.012
N/A
N/A
N/A
' The capacity is based on the upper limit of LOS E per the City of Carlsbad Arterial Segment Capacities.
^ Significance is based on the SANTEC/ITE Traffic Impact Guidelines.
N/A = Not Applicable because significance is not applied to segments that operate at LOS C or better.
(NJ
00
Table 11
Existing -i- Other Projects -f^ Phase I Project Intersection Level of Service Summary
Signalized Intersection'
Intersection
Existing Other Projects Existing Other Projects + Phase I Project
Intersection AM Peak PM Peak AM Peak PM Peak Intersection
v/c Ratio LOS v/c Ratio LOS v/c Ratio LOS Inc. in
v/c Sig.? v/c Ratio LOS Inc. in
v/c Sig.?
Poinsettia Lane @
- Aviara Parkway 0.38 A 0.35 A 0.38 A 0.0 N/A 0.36 A 0.1 N/A
One-Way Stop-Controlled Intersection^
Intersection Critical Movement
Existing Other Projects Existing Other Projects + Phase I Project
Intersection Critical Movement AM Peak PM Peak AM Peak PM Peak Intersection Critical Movement
Delay
(sec/veh) LOS Delay
(sec/veh) LOS Delay
(sec/veh) LOS Delay
Inc. Sig.? Delay
(sec/veh) LOS Delay
Inc. Sig.?
Poinsettia Lane @
- Black Rail Road
NB Approach
EBL Movement
EBR Movement
7.6
10.0
8.8
A
A
A
7.4
10.2
8.7
A
B
A
7.6
10.2
8.9
A
B
A
0.0
0.2
0.1
N/A
N/A
N/A
7.5
10.5
8.8
A
B
A
O.I
0.3
0.1
N/A
N/A
N/A
' The v/c ratio and corresponding Level of Service (LOS) is per the ICU methodology
^ The delay per vehicle and the con-esponding Level of Service (LOS) is per the Highway Capacity Software, version 3.2
Sig. ? = Significance is based on the SANTEC/ITE Traffic Impact Guidelines.
N/A = Not Applicable because significance is not applied to intersections that operate at LOS C or better
The ICU and HCS worksheets can be found in Appendix F and G, respectively, for the existing plus
other approved/pending project condifions and near term cumulative conditions.
BUILDOUT CONDITIONS
Forecast Analysis
The buildout forecast volumes for Poinsettia Lane in the vicinity ofthe project were obtained from
O'Rourke Engineering. The buildout forecast was based on the SANDAG model and assumed that
Poinsettia Lane would be extended east to El Camino Real. Since Black Rail Road is a Local Road,
forecast volumes were not available. O'Rourke Engineering estimated the volume on Black Rail Road
north and south of Poinsettia Lane to be 1,100 ADT, however, this volume is lower than the near term
cumulative volume (3,497 ADT north of Poinsettia Lane and 1,580 south of Poinsettia Lane). Therefore,
in order to ensure that the buildout volumes encompass existing traffic plus traffic generated by future
development, Damell & Associates, Inc. estimated the buildout volume on Black Rail Road to be 4,000
ADT north of Poinsettia Lane and 3,000 ADT south of Poinsettia Lane. (A copy ofthe correspondence
with O'Rourke Engineering regarding buildout forecast volumes can be found in Appendix A.)
The buildout forecast volumes received from O'Rourke Engineering included the proposed project
traffic. Therefore, to get buildout without project traffic volumes, the trips generated by Phase V-the
Master Plan ofthe proposed project were subtracted from the forecast volumes. Figure 12 illustrates the
buildout daily traffic volumes without project traffic and Figure 13 illustrates the buildout daily volumes
with Phase V-the Master Plan of the proposed project.
Roadway Segment Analysis
The roadway segments were analyzed under buildout conditions with and without Phase V-the Master
Plan ofthe proposed project. In this analysis, it was assumed that Poinsettia Lane would be improved to
four-lane Major Arterial Standards from Aviara Parkway to Black Rail Road and that it would be
extended east to El Camino Real. Figure 14 illustrates the roadway geometries assumed for buildout
conditions, and Table 12 summarizes the buildout roadway segment analysis.
As can be seen from Table 12, all roadway segments analyzed operate at LOS A under buildout
conditions with or without Phase V-the Master Plan ofthe proposed project.
Intersection Analysis
The intersections were analyzed under buildout conditions with and without Phase V-the Master Plan of
the proposed project. The buildout tum volumes for the Poinsettia Lane/Aviara Parkway intersection
were obtained from the Draft Program Environmental Impact Report for the Villages of La Costa
prepared by T & B Planning Consultants, Inc. on January 23, 2001. (A copy ofthe reference sheets can
be found in Appendix A.)
In this analysis, the intersection of Poinsettia Lane and Black Rail Road would be a four-legged
signalized intersection. Figure 14 illustrates the lane configurations assumed in the analysis. Table 13
summarizes the buildout intersection analysis. As can be seen from Table 13, both the Poinsettia
Lane/Aviara Parkway and Poinsettia Lane/Black Rail Road intersection will operate at LOS B or better
under buildout conditions with or without Phase V-the Master Plan ofthe proposed project.
29
A copy ofthe ICU worksheets can be found in Appendix H and I, respectively, for buildout conditions
without and with the proposed project.
30
I
i
LEGEND
Z.ZZZ - DAILY TRAFFIC
XX/YY- AM/PM TURN VOLUMES ESIIMAIED
Darnell & ASSOCIATES, INC. FIGURE 12
BUILDOUT WITH OUT PROJECT TRAFFIC VOLUMES
C5
CT) O
< <
o o
o o
I / r^ / 00 in o / tn ' CN^^\ rr <N o
•.— ro CD
JIL
^8G/60\
-^399/46.
^80/50
62/171^
727/589—^
^44/53-^
\
"1 f r
<N O
CO -C' tn
<N ° O /
cn in/
LEGEND
XX/YY- AM/PM TURN VOLUMES
Z,ZZZ - DAILY TRAFFIC
* - PROJECT SITE
ESTIMAIED
Darnell & ASSOCIATES, INC.
^53/45\
^17/15
PROJECT
.ENTRANCE,
tr / IO
U-) CN
FIGURE 13
BUILDOUT + MASTER PLAN PROJECT TRAFFIC VOLUMES
z cc
C/)
o I
O)
o
I
ro < < o o
o o
I
I
LEGEND
/
iL
/
- TRAVEL LANE
(X) - NUMBER OF LANES
SL - STOP SIGN
- TRAFFIC SIGNAL
Darnell & ASSOCIATES, INC. FIGURE 14
BUILDOUT GEOMETRICS
Table 12
Buildout With and Without Phase V-Master Plan ofthe Proposed Project Roadway Segment Level of Service Summary
Roadway Segment Classification Capacity'
Buildout w/o Project Buildout + Phase V-
Master Plan of Project Inc in
v/c
Ratio
Sign.
Impact^
Roadway Segment Classification Capacity'
A.D.T. v/c
Ratio LOS A.D.T. v/c
Ratio LOS
Inc in
v/c
Ratio
Sign.
Impact^
Poinsettia Lane
- Btwn Aviara Pkwy & Black Rail Rd.
- Btwn Black Rail Rd. & Project Ent.
- Btwn Project Ent. & Ambrosia Rd.
- East of Ambrosia Road
4-Ln Major
4-Ln Major
4-Ln Major
4-Ln Major
44,450
44,450
44,450
44,450
17,887
19,037
19,143
7,515
0.402
0.428
0.431
0.169
A
A
A
A
18,600
19,500
19,500
7,800
0.418
0.439
0.439
0.175
A
A
A
A
0.016
0.011
0.008
0.006
N/A
N/A
N/A
N/A
Black Rail Road
- North of Poinsettia Lane 2-Ln Local 11,120 3,929 0.353 A 4,000 0.360 A 0.007 N/A
- Btwn Poinsettia Ln & Project Ent. 2-Ln Local 11,120 2,323 0.209 A 3,000 0.270 A 0.061 N/A
- South of Project Entrance 2-Ln Local 11,120 2,715 0.244 A 3,000 0.270 A 0.026 N/A
U) The capacity is based on the upper limit of LOS E per the City of Carlsbad Arterial Segment Capacities.
^ Significance is based on the SANTEC/ITE Traffic Impact Guidelines.
N/A = Not Applicable because significance is not applied to segments that operate at LOS C or better.
Table 13
Buildout With and Without Phase V-Master Plan of the Proposed Project Intersection Level of Service Summary
Signalized Intersection'
Intersection
Buildout Without Project Buildout + of Project Phase V-Master Plan
Intersection AM Peak PM Peak AM Peak PM Peak Intersection
v/c Ratio LOS v/c Ratio LOS v/c Ratio LOS Inc.
in v/c Sig.? v/c Ratio LOS Inc.
in v/c Sig.?
Poinsettia Lane @
- Aviara Parkway 0.48 A 0.63 B 0.50 A 0.02 N/A 0.63 B 0.00 N/A
Poinsettia Lane @
- Black Rail Road 0.42 A 0.42 A 0.47 A 0.05 N/A 0.43 A O.OI N/A
OJ
' The v/c ratio and corresponding Level of Service (LOS) is per the ICU methodology
Sig. ? = Significance is based on the SANTEC/ITE Traffic Impact Guidelines.
N/A = Not Applicable because significance is not applied to intersections that operate at LOS C or better.
SECTION V
PROJECT ACCESS AND ON-SITE CIRCULATION
PROJECT ACCESS
The project proposes a twenty-four foot (24') wide access off Black Rail Road and a thirty-six foot (36') wide
access off Poinsettia Lane. The access point off Black Rail Road will have one lane exiting and one lane
entering, and will serve as an unrestricted driveway. The access off Poinsettia Lane will serve as the primary
access to the 12-lot residential subdivision located at the southeast comer ofthe property. The Poinsettia
Lane access will be restricted to right-in/right-out only movements and will have one lane exiting and one
lane entering.
Near Term Conditions
For the near term analysis (Phase I of the project), it was assumed that Poinsettia Lane would not be extended
from its existing terminus at Black Rail Road. Therefore, the project's only access would be via Black Rail
Road. The project access off Black Rail Road was analyzed under near term cumulative conditions using
the HCS, version 3.2, assuming that it would be stop-controlled on the westbound (the driveway) approach.
The results ofthe analysis are summarized in Table 14. As shown in Table 14, the project access off Black
Rail Road will operate at LOS A under near term cumulative conditions without the addition of
acceleration/deceleration lanes. A copy of the HCS worksheets can be found in Appendix H.
Buildout Conditions
In order to analyze the project's access points under buildout conditions (Phase V-the Master Plan ofthe
proposed project), peak hour thru volumes on Poinsettia Lane and Black Rail Road were estimated based the
daily volumes utilizing the existing directional split and peak hour percentages. Both access points were
analyzed using the HCS, version 3.2, for unsignalized intersections. Table 14 summarizes the results ofthe
analysis.
As shown in Table 14, all movements at the project's access point off Black Rail Road will operate at LOS
A during the moming and aftemoon peak hours under buildout conditions without the addifion of
acceleration/deceleration lanes. The access off Poinsettia Lane, the Poinsettia Lane/Street "A" intersection,
will operate at LOS B during the moming and aftemoon peak hours under buildout conditions without the
addition of acceleration/deceleration lanes.
A copy ofthe HCS worksheets for the project's access analysis can be found in Appendix J.
ON-SITE CIRCULATION
The on-site circulation of the proposed project provides 142 perpendicular parking spaces and 10 parallel
parking spaces on the south side of the project site. Of these 142 parking spaces, 6 are designated as
handicap parking. A small pick-up/drop-off circle is provided in front of the elementary school. The
dimensions of all parking spaces, the pick-up/drop-off circle, and the drive aisle are consistent with the City
of Carlsbad Standards. The proposed circulafion will adequately accommodate project traffic.
36
Table 14
Project Access Level of Service Summary
One-Way Stop-Controlled Intersection'
Intersection Critical
Movement
Near Term Cumulative + Phase I Project Buildout -1- Master Plan Project
Intersection Critical
Movement
AM Peak PM Peak AM Peak PM Peak Intersection Critical
Movement
Delay
(sec/veh) LOS Delay
(sec/veh) LOS Delay
(sec/veh) LOS Delay
(sec/veh) LOS
Black Rail Road^ @
- Project Entrance
SB Approach
WB Approach
7.4
9.0
A
A
7.4
9.0
A
A
7.6
9.7
A
A
7.6
9.7
A
A
Poinsettia Lane' @
- Street "A", Project Entrance NBR Movement -_ _ 11.7 B 11.2 B
' The delay per vehicle and the corresponding Level of Service (LOS) is per the Highway Capacity Software, version 3.2
^ The access drive was assumed to have one lane exiting and one lane entering. It was assumed that there were no acceleration/deceleration lanes on Black
Rail Road.
^ The access street was assumed to have one lane exiting and one lane entering. It was assumed that there were no acceleration/deceleration lanes on
Poinsettia Lane. (JO
SECTION VI
RECOMMENDED TRAFFIC MITIGATION MEASURES
ROADWAY SEGMENTS
All roadway segments analyzed were found to operate at LOS A under near term and buildout
conditions with or without the proposed project. Mitigation is not required.
INTERSECTIONS
Both intersections analyzed were found to operate at LOS B or better under near term and buildout
conditions with or without the proposed project. Mitigation is not required.
38
I
SECTION VII
SUMMARY OF FINDINGS AND CONCLUSIONS
The applicant proposes to construct the Redeemer by the Sea Luther Church facility at the southeast
corner of Poinsettia Lane and Black Rail Road.
The project is proposed to be constructed in five phases. Phase I is planned to be developed by
2002-2003 and would consist of a worship center to seat 200 people and a preschool for 48 students.
The Master Plan ofthe proposed project includes a Worship Center which will seat 406 people, a
Preschool for 188 students, an Administration Building with a 2,884 square foot Elder Center located
in the basement, an Elementary School for 204, and a 22,386 square foot Family Life Center. Phase
V-the Master Plan is planned to be developed by 2018-2020.
Phase I ofthe proposed project is estimated, on a weekday, to generate 296 average daily trips, 44
moming peak hour trips, and 47 afternoon peak hour trips.. Phase V-the Master Plan is estimated,
on a weekday, to generate 1,426 average daily trips^ 141 morning peak hour trips, and 158 aftemoon
peak hour trips. On a special occasion. Phase V-the Master Plan is estimated to generate 1,548
average daily trips, 191 moming peak hour trips, and 164 afternoon peak hour trips.
All roadway segments analyzed operate at LOS A under near term and buildout conditions with or
without the proposed project.
Both intersections analyzed operate at LOS B or better under near term and buildout conditions with
or without the addition of project traffic.
All movements at the proposed driveway off Black Rail Road were found to operate at LOS A under
near term plus Phase I ofthe project conditions and Buildout plus Phase V-the Master Plan ofthe
proposed project conditions without the addition of acceleration/deceleration lanes on Black Rail
Road.
The proposed driveway off Poinsettia Lane was found to operate at LOS B under Buildout plus
Phase V-the Master Plan of the proposed project conditions without the addition of
acceleration/deceleration lanes on Poinsettia Lane.
Access and intemal circulation were reviewed and found to be satisfactory.
39
APPENDIX A
>Peak Hour Counts
>Daily Traffic Counts
>Buildout Forecast Volumes
>City of Carlsbad Circulation Plan
>City of Carlsbad Arterial Segment Capacities
>SANTEC/ITE Measure of Significant Project Traffic Impacts
TRAFFIC VOLUMES & PEAK HOUR CALCULATIONS
Intersection: Poinsettia Ln/Aviara Pkv/y
Day/Dale: Wed, 10-11-00
City: Carlsbad, CA
By: Hartshorn
Aviara Pkwy Poinsettia Lane
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
L T R L T R L T R L T R Total Hour Peak
Lanes 2 2 0 1 2 0 2 1 2 1 2 0
7:00 AM 99 37 0 2 30 15 19 4 94 3 11 4 318
7:15 AM 108 44 1 3 40 16 27 9 111 3 14 5 381
7:30 AM 112 52 1 7 36 14 25 8 106 3 13 7 384
7:45 AM 122 54 1 3 26 6 47 8 103 0 15 14 399 1482
8:00 AM 86 26 3 9 28 8 28 11 59 3 15 24 300 1464
8:15 AM 84 30 1 7 29 11 15 7 85 1 10 16 296 1379
8:30 AM 77 28 2 5 23 9 18 6 77 0 9 7 261 1256
8:45 AM 79 24 1 3 20 9 14 6 80 2 9 9 256 1113 1482
TOTALS I 7671 2951 lOl 39 232 88 193 59 715 15 96 861 2595
AM PEAK 441 187 15 132 51 118 29 414 53 30 1482
Aviara Pkwy Poinsettia Lane
NOR THBOUND SOUTHBOUND EASTBOUND WESTBOUND
Time L T R L T R L T R L T R Total Hour Peak
4:00 PM 86 28 1 3 28 7 11 11 107 0 10 3 295
4:15 PM 88 35 1 4 26 11 9 13 114 2 14 0 317
4:30 PM 108 38 0 4 34 21 16 13 111 0 9 5 359
4:45 PM 90 42 0 2 37 24 14 11 109 0 6 1 336 1307
5:00 PM 91 32 2 3 39 25 9 16 136 1 10 2 366 1378
5:15 PM 96 34 0 3 33 28 10 13 128 2 11 3 361 1422
5:30 PM 89 41 0 4 36 19 10 16 133 2 7 4 361 1424
5:45 PM 82 44 1 2 30 21 8 14 135 1 6 3 347 1435 1435
TOTALS I 730| 294| 5| 25| 263| 156| 87| 107| 973| 8| 73| 211 2742
PM PEAK 358 151 12 138 93 37 59 532 34 12 1435
SIGNALIZED
peakcalc
TRAFFIC VOLUMES & PEAK HOUR CALCULATIONS
Intersection;
Day/Date
Poins«ttia/Black Rail
Wed, 11-01-00
Cily: Carlsbad. CA
By: Hartshorn
TOTALS
Black Rail Poinsettia
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
L T R L T R L T R L T R Total Hour Peak
Lanes 0 1 0 0 1 0 0 1 0 0 0 0
7:00 AM 4 2 2 5 2 3 18
7:15 AM 6 3 5 7 4 6 31
7:30 AM 5 4 6 7 2 3 27
7:45 AM 7 1 2 9 2 7 28 104
8:00 AM 8 3 4 6 5 S 31 117
8:15 AM 5 2 4 7 3 2 23 109
8:30 AM 6 4 3 5 2 3 23 105
8:45 AM 5 2 2 5 4 5 23 100 117
461 21 28 51 24 34 01 01 01 2041
AM PEAK I 261 11| 0| Ol 17| 291 13| 0| 21 1. 0 117
Black Rail Poinsettia
NORTHBOUND SOUTHBOUND EASTBOl IND WESTBOd JNO
Time L T B L T R L T R L T R Total Hour Peak
4:00 PM 4 2 4 3 5 4 22
4:15 PM 2 6 8 2 6 3 27
4:30 PM 2 2 2 4 5 6 22
4:45 PM 1 3 5 6 8 7 30 101
5:00 PM 3 5 5 7 11 4 35 114
5:15 PM 4 5 8 5 5 3 30 117
5:30 PM 2 3 6 8 7 4 30 125
5:45 PM 2 2 4 5 6 5 24 119 125
Pfot ALS 20 28 1 0 1 0 1 « 40 54| 0 36 0 1 0| 0 220
iPMPEAKi 10l lel Ol ol 24| 26| 31| Ol 18| 0| 0| 0|'~12Sl
STOP SIGN CONTROL ON POINSETTIA
peakcalc
TRAFFIC VOLUMES 8. PEAK HOUR CALCULATIONS
Intersection:
Day/Date:
Aviara/Black Rail
Thur. 11-02-00
Cily: Carlsbad, CA
By: Hartshorn
Black Rail Aviara
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
L T R L T R L T R L T R Total Hour Peak
Lanes 0 1 0 0 1 0 1 2 0 0 2 0
7:00 AM 15 0 5 5 0 0 4 97 2 1 86 6 221
7:15 AM 14 0 10 9 0 0 0 144 3 1 100 3 284
7:30 AM 8 1 6 14 0 0 2 160 6 4 162 7 371
7:45 AM 5 0 10 8 0 1 0 124 3 1 157 5 314 1190
8:00 AM 8 0 8 10 0 2 1 155 4 3 133 5 329 1298
8:15 AM 9 2 8 10 1 3 0 107 2 5 133 10 290 1304
8:30 AM 9 0 1 7 0 2 0 107 3 4 96 4 233 1166
8:45 AM 6 0 3 5 0 2 1 111 2 3 101 3 237 1089 1304
TOTALS I 7S| 3| 511 68| 1| 10| 8|1005| 25| 22| 968| 431 2279
IAMPEAKI 311 3| 321 42| lj 6| 3| 546| iSj 13i 5851 27! 1304|
Black Rail Aviara
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Time L T R L T R L T R L T R Total Hour Peak
4:00 PM 7 0 3 7 0 0 0 137 5 5 108 7 279
4:15 PM 5 0 4 7 0 0 3 120 4 5 121 7 276
4:30 PM 4 0 4 10 0 1 0 155 10 4 112 e 308
4:45 PM 2 0 2 7 0 1 1 145 4 6 125 2 295 1158
5:00 PM 9 1 6 4 1 0 0 169 6 7 130 4 337 1216
5:15 PM 2 1 7 3 0 0 1 169 9 4 119 6 320 1260
5:30 PM 6 0 4 3 0 1 1 155 6 6 123 4 309 1261
5:45 PM 4 0 3 4 1 0 0 138 5 7 118 3 283 1249 1261
1TOTALS 1 39 2 33 451 2 3 6 1188 49 44 956 40 2407)
IPMPEAKI 19| 2| 191 171 1| 2| 3| 6381 25| 23| 497| 15|1261
SIGNALIZED
peakcalc
PM F- . I
Location:Blackt^il n/o Poinsettia Carlsbod Volumes for Wed. U/1/00 10370002
i;
I
AM Period NB SB PM I'eriod NB SB
12:00-12:15 1 2 12:00-12 15 7 9
12:15-12.30 1 0 12:15-12:30 7 21
12:30-12:45 0 12:30-12:45 11 14
12:45-1.00 1 3 0 2 5 12:45-1:00 10 35 18 62 97
1:00-1:15 1 0 1:00-1:15 12 13
1:15-1:30 1 2 1:15-1:30 13 10
l-30-l;45 1 0 1:30-1:45 11 9
1:45-2:00 1 4 0 2 6 1:45-2:00 9 45 15 47 92
2:00-2:15 0 0 2:00-2:15 11 11
2:15-2:30 0 0 2:15-2:30 13 14
2-30-2:45 0 1 2:30-2:45 9 10
2:45-3:00 0 0 0 1 1 2:45-3:00 15 48 13 48 96
3:00-3:15 1 0 3:00-3:15 12 9
3:15-3:30 0 1 3:15-3:30 13 20
3.30-3:45 0 0 3:30-3:45 10 18
3 45-4:00 0 1 0 1 2 3:45-4:00 15 50 17 64 114
4:00-4:15 1 0 4:00-4:15 13 12
4:15-4:30 0 0 4:15-4:30 11 21
4:30-4:45 0 0 4:30-4:45 10 12
4.45-5:00 0 1 0 0 1 4:45-5:00 12 46 10 55 101
5 00-5:15 1 2 5:00-5:15 13 10
5.15-5:30 0 1 5:15-5:30 15 14
5:30-5:45 1 0 5:30-5:45 13 10
5:45-6:00 0 2 1 4 6 5:45-6:00 13 54 12 46 100
^;00-6:15 0 1 6:00-6:15 13 13
6:15-6:30 0 4 6:15-6:30 9 11
6:30-6:45 1 4 6:30-6:45 11 9
6.45-7;00 0 1 5 14 15 6:45-7:00 19 52 9 42 94
7:00-7:15 1 9 7:00-7:15 14 8
7:15-7:30 3 16 7:15-7:30 16 14
7 30-7:45 1 14 7:30-7:45 15 6
7:45-8; 00 6 11 16 55 66 7:45-8:00 10 55 6 34 89
8:00-8:15 7 19 8:00-8:15 10 7
6:15-8:30 5 27 8:15-8:30 13 3
8:30-8:45 5 32 8:30-8:45 13 3
8:45-9-00 . 12 29 20 98 127 8:45-9:00 11 47 7 20 67
9:00-9:15 13 43 9:00-9.15 9 4
9:15-9:30 13 17 9:15-9:30 12 3
9:30-9:45 5 17 9:30-9:45 7 2
9:45-10:00 7 38 20 97 135 9:45-10:00 6 34 2 11 45
10:00:10:15 4 13 10:00-10:15 7 4
10 15-10:30 5 14 10:15-10:30 4 1
10:30-10;45 6 18 10:30-10:45 6 3
10:45; 11:00 ; 7 22 11 56 78 10:45-11:00 6 23 2 10 33
11:00-11:15 9 13 11:00-11:15 6 2
11:15-11:30 7 6 11:15-11:30 1 1
11:30-11:45 8 17 n:30-ll:45 2 1
11:45-12:00 7 31 17 53 84 11:45-12:00 3 12 0 4 16
Total Vol i43 383
1^-4
526 501 443 944,
Doily Totals 1^-4 644 826 1 1470,
t J O 5 2 F- M
Location:Blackrafl btn. Poinsettia-Avira Carlsba Voluines for Wed. 11/1/00 10370001
1
V
AM Period NB SB PM Period ND SB
12:00-12:15 1 1 12:00-12:15 6 7
12:15-12:30 0 0 12:15-12:30 5 10
12:30-12:45 0 0 12:30-12;45 10 6
60 12:45-1:00 0 1 0" 1 2 12:45-1:00 8 29 8 31 60
1:00-1:15 1 1 L00-l:15 8 16
1:15-1:30 0 0 1:15-1:30 10 4
1:30-1:45 0 0 L30-l:45 8 13
1:45-2:00 0 1 0 1 2 1:45-2:00 7 33 11 44 77
2:00-2:15 0 0 2:00-2:15 6 5
2:15-2:30 . 0 1 2:15-2:30 8 10
2:30-2:45 0 0 2:30-2:45 8 10
2:45-3:00 0 0 0 1 1 2:45-3:00 8 30 12 37 67
3:00-3:15 0 0 3:00-3:15 9 13
3:15-3:30 0 0 3:15-3:30 TO 6
3:30-3:45 0 0 * 3:30-3:45 7 12
3:45-4:00 0 0 0 0 0 3:45-4:00 10 36 12 43 79
4:00-4:15 1 0 4:00-4:15 : 11 9
4:15-4.30 . 0 0 4:15-4:30 11 11
4:30-4:45 0 0 4:30-4:45 10 9.
4:45-5:00 4 5 2 2 7 4:45-5:00 10 42 9 38 80
Too-5:15 0 1 5:00-5:15 9 10
5:15-5:30 0 0 5:15-5:30 11 11
5:30-5:45 0 0 5:30-5:45 13 7
5:45-6:00 1 1 0 1 2 5:45-6:00 4 37 6 71
6:00-6:15 0 1 6:00-6:15 11 6
6:15-6:30 0 2 6:15-6:30 9 6
6:30-6:45 0 0 6:30-6:45 5 5
6:45-7:00 1 1 1 4 5 6:45-7:00 6 31 5 22 53
7:00-7:15 2 4 7:00-7:15 6 4
.7:15-7:30 1 8 7:15-7:30 6 4
7:30-7:45 1 9 7:30-7:45 3 3
7:45-8;00 4 8 14 35 43 7:45-8:00 7 22 4 15 37
8:00-8:15 2 9 8:00-8:15, 6 -. 3
8:15-8:30 3 15 8:15-8:30 5 2
8:30-8:45 8 17 8:30-8:45 5 3
8:45-9:00 7 20 10 .51 71 8:45-9:00 3 19 5 13 32
9:00-9:15 8 13 9:00-9:15 4 1
9:15-9:30 8 11 9:15-9:30 4 1
9:30-9:45 6 7 9:30-9:45 3 2
9:45-10:00 4 26 11 ^42 68 9:45-10:00 4 15 2 6 21
10:00-10; 15 5 10 10:00-10:15 3 2
10:15-10:30 7 9
•
10:15-10:30 2 1
10:30-10:45 4 11 10:30-10:45 2 1
10:45-11:00 4 20 7 . 37 57 10:45-11:00 0 • 7 1 5 12
11:00-11:15 8 9 11:00-11:15 2 1
11:15-11:30 4 6 11:15-11:30 0 1
11:30-11:45 5 7 ll:-30-ll:45 0 1
11:45-12:00 6 23 10 32 55 11:45-12:00 ,. 1 3 0 3 6
total Vol 106 207 313 304 291 595
DaUy Totals -5 410 498 1 908 1
SAN DIEGO REGION
AVERAGE WEEKDAY
TRAFFIC VOLUMES
1995-1999
MAY 2000
San Diego
ASSOCIATION OF
GOVERNMENTS
401 B Street. Suite 800
San Diego, CA 92101
(619) 595-5300
Th^ report was financed with federal funds from the U.S. Department of Transportation
Urban Mass Transportation Administration; state funds from the Califomia Department
of Transportation; and local funds from SANDAG member jurisdictions.
MuvibUHY/LlAISON MEMBERS. Californ a Department of Transportation, Metropolitan Transit Development Board
unmi^n^ r?°.'^°J'^nT'" D°^e'°P'"ent Board. U.S. Department of Defense. San Diego '
Unified Port Distnct, San Diego County Water Authority, and Tijuana/Baja California/Mexico
CTFY OF CARLSBAD
Average Weekday Traffic 'Voluines
(Thousands)
Primarv Street First Cross Street Second Cross Street 1995 1996 1997 1998 1999
1998-99
Chanee
ALGARD ELCAMINOREAL AUCANTE ST 19.7 20.0E 21.1 22.0E 24.0 9%
ALGARD AUCANTE ST ELFUERTEST 12.6 13.5 13.5 14.0E 13.5 -4%
ALGARD ELFUERTEST MELROSE DR 8.6 9.2 9.2N 10.1 10.7 6%
AUCANTE RD ALGARD CORTE DE LA VISTA 6.5N 7.0E 7.1 7.0 7.0N 0%
AMBROSIA LN POINSETTIA LN AVIARA PKWY O.ON 0.0N O.ON 3.6 4.0E 11%
ARMADA DR LEGOLAND DR PALOMAR AIRPORT RD O.ON O.ON 1.6 3.6 3.7 3%
AVENIDA ENCINAS CANNON RD PALOMAR AIRPORT RD 10.5 10.5N 12.4 12.2 12.5E 2%
AVENIDA ENCINAS PALOMAR AIRPORT RD TRANSIT CENTER 6.1 5.8 5.8N 7.2 7.5E 4%
AVENIDA ENCINAS TRANSIT CENTER POINSETTIA LN 5.4 5.4 5.4N 6.0 6.3E 5%
AVENIDA ENCINAS POINSETnALN SAN LUCAS (RALPHS ENT) 11.5 10.8 10.4 12.6 12.3 -2%
AVENIDA ENCINAS SAN LUCAS (RALPHS ENT) CARLSBAD BLVD O.ON 1.1 1.1 1.9 1.9 0%
AVIARA PKWY PALOMAR AIRPORT RD COBBLESTONE RD O.ON O.ON 0.0N 1.2 1.5 25%
A'VIARA PKWY PLUMTREERD POINSETnALN O.ON O.ON 1.0E 2.4 2.7E 13%
AVIARA PKWY POINSETnALN FOUR SEASONS PT 8.4 10.4 13.4 13.4 14.0E 4%
AVIARA PKWY FOUR SEASONS PT AMBROSIA LN 8.4 10.4 12.2 13.0 13.6E 5%
AVIARA PKWY AMBROSL\ LN MIMOSA DR 9.7 10.6 14.1 14.9 15.5E 4%
AVIARA PKWY MIMOSA DR EL CAMINO REAL 16.4 16.1 18.1 18.9 17.1 -10%
BATIQUITOS DR POINSETnALN KESTREL DR 2.2 2.2N 4.2 5.9 6.3E 7%
BATIQUrrOSDR KESTREL DR AVIARA PKWY 1.3N 3.0 2.9 3.1 3.3E 6%
CALLE ACERVO CAMINO DE LOS COCHES CALLE BARCELONA 1.2 2.5E 3.0E 3.6 4.0E 11%
CALLE ACERVO CALLE BARCELONA RANCHO SANTA FE RD O.ON 1.8 2.0 5.1 5.5E 8%
CALLE BARCELONA ELCAMINOREAL PASEO AUSO O.ON O.ON O.ON 2.2 5.1 132%
CALLE BARCELONA PASEO AUSO PASEO AVELLANO O.ON O.ON O.ON O.ON 2.4 0%
CALLE BARCELONA PASEO AVELLANO RANCHO SANTA FE RD O.ON 0.0N 0.0N O.ON 1.6 0%
CALLE BARCELONA RANCHO SANTA FE RD CALLE ACERVO 4.6 5.8 5.8N 5.2 5.5E 6%
05
I
OTY OF CARLSBAD
Primary Street
POINSETnA LN
POINSETnALN
POINSETnA LN
POINSETnA LN
POINSETnA LN
POINSETnA LN
RANCHO SANTA FE RD
RANCHO SANTA FE RD
RANCHOSANTAFERD
RANCHOSANTAFERD
RANCHO SANTA FE RD
ROOSEVELT ST
ROOSEVELT ST
ROOSEVELT ST/MAGNOUA AVE
STATE ST
STATE ST
STATE ST
TAMARACK AVE
TAMARACK AVE
TAMARACK AVE
TAMARACK AVE
TAMARACK AVE
TAMARACK AVE
TAMARACK AVE
TAMARACK AVE
Average Weekday Traffic Volumes
(Thousands)
First Cross Street Second Cross Street 1995 1996 1997 1998 1999
1998-99
Chanee
CARLSBAD BLVD AVENIDA ENCINAS 5.3 5.4 4.1 6.1 6.5E 7% AVENIDA ENCINAS INTERSTATE 5 12.1 13.4 15.0 18.1 19.0E 5% INTERSTATE 5 PASEO DEL NORTE 16.3 18.4 22.5 26.7 27.5E 3%
PASEO DEL NORTE BAnQUITOS DR 12.6 15.1 18.8 21.5 20.4 -5% BAnQUITOS DR AVIARA PKWY 8.1 10.6 14.3 13.8 13.8N 0%
AVIARA PKWY BLACK RAIL RD 0.0N 0.0N O.ON O.ON 1.6 0%
MELROSE DR QUESTHAVEN RD 23.3 23.6 23.3 25.5 26.2 3% QUESTHAVEN RD LACOSTAAVE 21.2 21.9 22.7 24.4 25.1 3% LACOSTAAVE CALLE BARCELONA 16.5 18.8E 20.5E 24.0 25.0E 4% CALLE BARCELONA OUVENHAIN RD 18.4 21.0 21.6 26.6 27.5E 3%
OLIVENHAIN RD AVD LA POSTA/CALLE ACERVO 11.5 11.4 11.8 11.5 14.2 23% LAGUNA DR CARLSBAD VILLAGE DR 6.7 6.5 7.0E 7.0N 7.0N 0% CARLSBAD VILLAGE DR CHESTNUT AVE 4.2 4.2N 5.1 5.9 5.9N 0%
CHESTNUT AVE JEFFERSON ST 4.7 4.7N 4.7E 4.7 4.7N 0%
CARLSBAD BLVD LAGUNA DR 6.2 6.2N 6.3 6.3N 6.3N 0% LAGUNA DR GRAND AVE 5.8 5.7 5.8E 5.6 5.6N 0%
GRAND AVE CARLSBAD VILLAGE DR 5.6 5.0 5.3E 5.3N 5.3N 0% CARLSBAD BLVD JEFFERSON ST 9.0 10.9 10.5 ll.OE 11.0N 0%
JEFFERSON ST INTERSTATE 5 15.1 15.5E 15.5N 16.0 16.0N 0%
INTERSTATE 5 PIO PICO DR 17.6 18.0E 18.0N 203 20.3N 0%
PIO PICO DR ADAMS ST 14.8 14.8N 14.9 15.5E 16.0E 3%
ADAMS ST HIGHLAND DR 11.6 11.6N 12.3 12.3N 12.5E 2% HIGHLAND DR VALLEY ST 9.2 9.2N 9.7 9.7N lO.OE 3%
VALLEYST PARKDR 8.9 8.9N 9.4 9.4N 9.7E 3%
PARKDR ELCAMINOREAL 6.9 7.0E 7.7 7.3 7.8E 7%
QroiutH Management TCan
City of Corlsbad
Califomia
1999 Hsaffic Monitonng Program
City of Carlsbad
2075 La$ Palmas Drive
Carlsbad, CA 92009
(760) 438-1161
lYeparetf^j/:
• TK I • I I IM ( > I <• >( 11 K_'^
VRPA Technologiei
9683 Tierra Grande Jlreel, Juite 205
San Diego, CA 92126
(858) 566-1766
Weekly Summary Report >
Generated by MSC3000 Version 2.01 Copyright 1990-1992 Hitron Systems Corporation
Location Poinsettia LnrPaseo del Norte-Batiquitos
Location Code 1499
County San Diego County-
Recorder Set 07/24/99 17:43
Recording Start ... 07/27/99 00:00
Recording End 07/29/99 00:00
Sample Time 15 Minutes
Operator Number ... 8 772
Machine Number .... 20348
Channel 1
Recorder Mode Volume
c of July-25, 1999. Channel: 1 Direction: W
End 25 26 27 28 29 30 31 Wkday Daily
Time Sun Mon Tue Wed Thu Fri Sat Ava. Ava.
01:00 38 46 42 42
02 : 00 12 25 19 19
03 : 00 16 12 14 14
04 : 00 14 15 15 15
05 : 00 32 31 32 32
06 : 00 178 176 177 177
07 : 00 505 499 502 502
08 : 00 743 706 725 725
09 : 00 750 784 767 767
10 : 00 627 706 667 667
11 : 00 634 622 628 628
12 : 00 635 677 656 656
13 : 00 635 681 658 658
14 : 00 678 707 693 693
15 : 00 641 704 673 673
16 : 00 771 769 770 770
17 : 00 661 728 695 695
18 : 00 671 727 699 699
19 : 00 595 597 596 596
20 :00 378 454 416 416
21 : 00 264 275 270 270
22 : 00 187 241 214 214
23 : 00 102 130 116 116
24 : 00 81 101 91 91
Totals 9848 10413 10131 10131
Avg Wkday
Avg Day
97.2 102.8
97.2 102.8
AM Peak Hr
AM Count
09:00 09:00
750 7.84
PM Peak Hr
PM Count
16:00 16:00
771 769
Weekly Summary Report ,
Generated by MSC3000 Version 2.01 Ccpyrigtjt 1990-1992 Hitron Systems Corporation
Location Poinsettia Ln:Paseo del Norte-Batiquitos
Location Code 14 99
County San Diego County
Recorder Set 07/24/99 17:43
Recording Start ... 07/27/99 00:00
Recording End 07/29/99 00:00
Sample Time 15 Minutes
Operator Number ... 8772
Machine Number .... 20348
Channel 2
Recorder Mode Volume
K. of July 25, 1999. Channel: 2 Direction: E
End 25 26 27 28 29 30 31 Wkday Daily
Time Sun Mon Tue Wed Thu Fri Sat Ava. Ava.
01:00 52 68 60 60
02 : 00 31 34 33 33
03 : 00 28 24 26 26
04 : 00 12 10 11 11
05 : 00 20 23 22 22
06 : 00 116 107 112 112
07 : 00 368 344 356 356
08 : 00 453 503 478 478
09 : 00 509 558 534 534
10 : 00 480 504 492 492
11: 00 469 510 490 490
12 : 00 535 575 555 555
13 : 00 638 610 624 624
14 : 00 593 676 635 635
15 : 00 648 650 649 649
16 : 00 713 716 715 715
17 : 00 840 807 824 824
18 : 00 973 970 972 972
19 : 00 799 874 837 837
20 : 00 585 577 581 581
21 : 00 448 475 462 462
22 : 00 379 389 384 384
23 : 00 247 273 260 260
24 : 00 123 164 144 144
Totals 10059 10441 10250 10250
% Avg Wkday
% Avg Day
98.1 101.9
98.1 101.9
AM Peak Hr
AM Count
12:00 12:00
535 575
PM Peak Hr
PM Count
18:00 18:00
973 970
11/02/2000 13:22 744:30'32 IJR0URI:.E EIIGlMEERItIG PAGE 01
„ O'Rourke Enj^iiuHM iiu; Phone: 70(.)-74.'l-3599
!lin'Mtn;().-^, (:.\ 9206!) ORourkt'Engrng^CS.COni Engineering
Transmittal
To: Bill.Darnell
From: Melissa Dale
Date: Thursday, November 2, 2000
Subject: 2020 Forecast Volmies
Attached uer your request arc the 2020 forecast volumes for Poinsettia LN, Black
RaU Road, and Ambrosia Road. Ifyou have any questions or comments you can caU
Erik or myself.
Thank you
f
L£G£NO
TRAVEl LANE
(X) - NUW6ER OF Ui^NES
Ji. - STOP aoi
I - TRAFRC SIGNAL
Darnell & ASsomTzs. mc. , , FIGURE
T^W'e, ^^^^^^BSTjL CONDITIONS
t j
X..
8
-n
I::
CIRCULATION PLAN
cnr OF CARLSBAD
CIRCULATION PLAN
-H-H- RAILROAD
FREEWAY
—- PRIME ARTERIAL PA(L
MAvX)R ARTERIAL ^ .C^ r p K)
SECONDARY ARTERIAL f^-^
COLLECTOR STREET MAP 1
Page 11
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Febr
uary
29
Febru
iJanua
Nove
mber
Mareh
SANTEC / ITE
GUIDELINES FORTRAFFIC
IMPACT STUDIES [TIS]
IN THE SAN DIEGO REGION
30,1999 2000 DRAFT
PREFACE
These guidelines are subject to continual update, as future technology and
documentation become available. Always check with local jurisdictions for
tiieir preferred or applicable procedures.
Committee Compilation by Kent A. Whitson
Reviewed by committee members: Hank Morris (co-chair),
Tom Parry (co-chair), Arnold Torma (co-chair), Susan O'Rourke,
Bill Darnell, Labib Qasem, John Boarman, Ralph Leyva, and Erik Ruehr
Additional review by: Ann French Gonsalves, Bill Figge,
Bob Goralka, and Gary Halbert
- lb
service of "C." Individual local jurisdictions, as well as Caltrans, have slightly different LOS
objectives. For example, tlie Regional Growth Management Strategy for San Diego has a
levei-of-service objective of "D;" while the Congestion Management Program has
estabhshed a minimum level-of-service of "£", or "F" if that is the existing 1990 base year
LOS. In other words, if the existing LOS is "D" or worse, preservation of the existing LOS
must be maintained or acceptable mitigation must be identified.
These guidelines do not estabhsh a legal standard for these functions, but are intended to
supplement any individual TIS manuals or level-of-service objectives for the various
jurisdictions. These guidelines attempt to consohdate regional efforts to identify when a .
TIS is needed, what professional procedures should be followed, and what constitutes a
significant traffic impact.
The instructions outlined in these guidelines are subject to update as future conditions and
experience become available. Special situations may call for variation from these guidelines.
Caltrans and lead agencies should agree on the specific methods used in traffic impact
studies involving any State Route facilities, including metered and unmetered freeway
ramps.
IV. NEED FOR A STUDY
A TIS should be prepared for all projects which generate traffic greater than 1,000 total
average daily trips (ADT) or 100 peak-hour trips. If a proposed project is not in confor-
mance with the land use and/or transportation element of the general or community plan,
use threshold rates of 500 ADT or 50 peak-hour trips. Early consultation with any affected
jurisdictions is strongly encouraged since a "focused" or "abbreviated" TIS may slill be
required - even ifthe above threshold rates are not met.
Currently, a Congestion Management Program (CMP) analysis is required for all large
projects, which are defined as generating 2,400 or more average daily trips or 200 or more
peak-hour trips. This size of study would usually include computerized long-range forecasts
and select zone assignments. Please refer to the following flow chart (Figure I) for TIS
requirements.
The geographic area examined in the TIS must include the following:
AJl local roadway segments (including all State surface routes), intersections, and
mainline freeway locations where the proposed project will add 50 or more peak-hour
trips in either direction to the existing roadway traffic.
All freeway entrance and exit ramps where the proposed project will add a significant
number of peak-hour trips to cause any traffic queues to exceed ramp storage capacities
(see Figure 1). (NOTE: Care must be taken to include other ramps and intersections
that may receive project traffic diverted as a result of already existing, or project causing
congestion at freeway entrances and exits.)
Table 1
MEASURE OF SIGNIFICANT PROJECT TRAFFIC IMPACTS
Level of
Service wilh
Project*
Allowable Change due to Project Impact**
Freeways Roadway Segments Intersections
Ramp***
Metering
V/C Speed (mph) V/C Speed (mph) Delay (sec.) Delay(min.)
D. E. & F (or
ramp meter
delays above
15 min.)
0.01 1 0.02 1 2 2
NOTES:
All level of service measurements are based upon HCM procedures for peak-hour
conditions. However, V/C ratios for Roadway Segments may be estimated on an
ADT/24-hour traffic volume basis (using Table 2 or a similar LOS chart for each
jurisdiction). The acceptable LOS for freeways, roadways, and intersections is
generally "D" ("C" for undeveloped or not densely developed locations per
jurisdiction definitions). For metered freeway ramps, LOS does not apply.
However, ramp meter delays above 15 minutes are considered excessive.
If a proposed project's traffic causes the values shown in the table to be
exceeded, the impacts are determined to be significant. These impact changes
may be measured from appropriate computer programs or expanded manual
spreadsheets. The project applicant shall then identify feasible mitigation (within
the Traffic Impact Study [TIS] report) that will maintain the traffic facility at an
acceptable LOS. If the LOS wilh the proposed project becomes unacceptable
(see above * note), or if the project adds a significant amount of peak-hour trips
to cause any traffic^iueues lo exceed on- or off-ramp storage capacities, the
project applicani shall be responsible for mitigating significant impact changes.
See Attachment B for ramp metering analysis.
KEY: V/C =
Speed =
Delay =
LOS =
Volume to Capacity ratio
Speed measured in miles per hour
Average stopped delay per vehicle measured in seconds for
intersections, or minutes for ramp meters
Level of Service
TRAFFIC REPORT
TECHNICAL APPENDICES
DRAFT PROGRAM
ENVIRONMENTAL IMPACT REPORT
for the
VILLAGES OF LA COSTA
MASTER PLAN (2000) MP 98-01
Lead Agency:
CITY OF CARLSBAD
PLANNING DEPARTMENT
1635 Faraday Avenue
Carlsbad, CA 92008
Project Applicant:
MORROW DEvr.LopMr.N r
Preptired Iiy:
T&B PLANNING CONSULTANTS, INC.
3242 Halladay, Suite 100
Santa Ana, California 92705
/// Association with:
Jack Henthorn & Associates - Planning Consultants
O'Day Consultants - Civil Engineers
Hunsaker & Associates - Civil Engineers
GEOCON- Geoteclmical
Linscott, Law & Greenspan - Traffic Analysis
Helix Environmental Planning- Biologv
Investigative Science & Engineering - Noise and Air Quality
RECON- Archaelogical Resources
Date: Januarj' 23, 2001
POINSETTIA LMiE/
PASEO DEL NORTE
I
21/ 569 Jl
1188/1273 —
49/ 178"^
I
I
140/172
912/976
r 75/ 72
ALGA ROAD/
AUCANTE ROAD
I
I
I
[
I
®
CD O cs
nio —
CO- — <- 9/ 16
•— 440/686
r 5/ B
254/ 78
330/546 —
61/458"> o) Ol r»
\
)
POINSETTIA L^NE/ AVIARA PARKWAY POINSETTIA UNE/
AUCANTE RQAD
IN CO eg
o-v to
276/ 60 ^
695/599 —
97/332 ">
145/ 56
— 468/506
r 20/ 50
•.J- cn CN o-^n
— CN OC-I ID
n*
515/270,/
555/495 —
20/ 30 ~>
k^ 20/ 25
630/930
/' 10/ 80
o in m 1^ —o — n
ALGA ROAD/
EL FUERTE STREET
L»i COSTA AVENUE/
1-5 SB RAMPS
71/ 18
616/338 —
3/ 15->
^. 489/ 84
-^219/1033
r 22/ 233
no
Ol — n
n n Ol — to —
CM
484/576 —
126/141
484/484
r 501/363
POINSETTIA LANE/"
EL FUERTE STREET
tnoo
Ol OQ CN IT)
225/165 _>
695/300 —
120/165">
^ 55/ 35
295/700
iT 10/115
omo — oo cs to —
LA COSTA AVENUE/ 1-5 NB RAMPS '
LEUCADIA BOULEVARD/ QUAIL GARDEN DRIVE QUESTHAVEN ROAD/ STREET^^A^ '
— •Ol
^^n
— om moo K. 17/123
834/873
r 356/334
1/ 7^
645/904 — 46/ 43">
-^t/'
(OOO w n in
to IO
ro
QUESTHAVEN ROAD/-ELFIN FOREST ROAD
O CD
mo
99/ 135^
1496/1532 —
V_ 689/631
1108/899
01 n Ol r^n —
PM —
0(0 CO V- CT) Ln IO n
145/754,^
981/674 —
457/548 ">
68/436
506/816
r 9/ 45
CUD ' — CO '
to o o
RANCHO SANTA FE ROAD/ R^I^SfTf^CE SOUTH OF MELROSE Dj?IVE
5J«
RANCHO SANTA FE ROAD/ OAKS ENTRANCE SOUTH OF QUESTHAVEN ROAD
^^ 30/ 60
10/ 20
r 20/110
EL FUERTE STREET/
RIDGE WEST ENTRAJ^CE
10/5,>
2/1 —
10/5-> o — m — cs m
csOm
omm
\\\ m mc4 V.30/6
— 10/2
r 1/1
45/30 ^
2/10 —
25/35•>
)
mo —
mo —
ALGA ROAD/
RIDGE NORTH ENTRANCE
686/1289
ALGA ROAD/nRST ENTRANCE EAST OF EL CAMINO REAL
977/736 —
5/ 20 •>
mocM
o'^m' n
r 2/ 30^
607/1281 —
5/ 15
2/ 3 984/829
r 2/ 10
loo^cg
moo
I
I
^Pi^P^^IPlA/FlRST ENTRANCE {EAST OF EL CAMINO REAL
800/1042
r 5/ 20
1022/815 —
10/ 40^ om
POINTSETriA/nRST ENTRANCE EAST OF AUCANTE ROAD TOjiiTSErWSECOND EKTRANCE [EAST OF AUCANTE ROAD
950/561 —
^ 5/ 25
518/942
nm K. 2/ 15
*- 508/965
2/ 15
948/546
k AM/PM
AM/PM
^AM/PM
E-W STREET ti
UJ
ti
UJ N-S STF N-S STF NO SCALE
REV. 08/17/00
LLG723A.DWG
LINSCOTT
LAW &
GREENSPAN
ENGINEERS
Figure 52
2020 WITH PROJECT PEAK HOUR VOLUMES
AM/PM PEAK HOURS
-143- VILLAGES OF LA COSTA
40,600
I
I
-v-'-J
.1 •1 •1 •I •I •J
•J •J
I LEGEND
I I'l — Indicates Zone Areas
I [• • • • • • I - Indicates Villages of La I .~ . _ . . .
I Costa Project Area
-.J""u_ J XX.XXX — Indicates ADT Volume
SANDAG Plot Date: 09/27/99
NO SCALE REV. 10/09/00
nG20-1-723.DWG
LINSCOTT
LAW&
GREENSPAN
ENGINEERS
Figure 46
YEAR 2020 BACKGROUND + PROJECT ADTS
-131-VILUGES OF LA COSTA
2020 w/p am Thu Aug 17, 2000 10:10:42 Page 12-1
r * « * * T» * 1
Level Of Service Comoutation Report
1S97 KCM Operations Method {Base Volume Alternative)
Intersection #38 Poinsettia Lane/Aviara Parkwav
Cycle (sec): 120
• ****!
r ***** 1
r ****** ^ ******************^
*********
Critical Vol./Cap. (X)•
LOSS Time (sec): 12 (Y^R = 4 sec) Average Delay (sec/veh):
Level Of Service: Optimal Cycle: ************** 47
Approach:
Movement:
******
North Bound
L-T-R
r ****** ,
South Bound
L-T-R
Control:
Rights:
Min. Green:
La.nes :
Split Phase
Include
5 10 10
2 0 110
I -
Volume Module:
Base Vol:
Growth Adj:
Initial Ese:
User Adj:
FHF Adj:
PK? Volume:
Reduct Vol:
Reduced Vol:
PCE Adj:
ML? Adj:
?inal Vol.:
Split Phase
Include
5 10 10
0 10 10
I i
301
1.00
301
1.00
424
1.00
424
1.00
0.95 0.95
317 446
0
317
0
446
1.00 1.00
1.00 1.00
317 446
62
.00
62
.00
.95
65
0
65
,00
,00
65
76
.00
76
.00
.95
80
0
80
141
1.00
141
1.00
0.95
148
0
148
Saturation Flow Module:
Sat/Lane: 2000 2000
Adjustment: 0.90 1.00
Lanes: 2.00 1.72
Final Sat. : 3600 3443
1.00 1.00
1.00 1.00
80 148
67
.00
67
.00
.95
71
0
71
,00
00
71
2000
0.90
0.28
502
2000 2000
0.90 1.00
0.56 0.94
1013 1875
Capacity Ana
Vol/Sat:
Crit Mo-ves :
Green/Cycle:
Volume/Cap:
Uniform Del:
IncremntDel:
Delay Adj:
Delay/Veh:
User DelAdj:
AdjDel/Veh:
DesignQueue:
**********,
I
2000
0.90
0 .50
899
ysis Module:
0 .09 0 .13
* * * *
0. 13 0 . 08 0.08
* * * *
0. 08
0.26 0.26 0. 26 0. 16 0.16 0. 16
0.34 0.51 0. 51 0 . 51 0.51 0. 51
36.4 38.1 38 .1 46 .4 46.4 46 .4
0.2 0.4 0 .4 0 .7 0.7 0 .7
1.00 1.00 1. 00 1. 00 1.00 1. 00
36.6 38.5 38 .5 47 . 1 47.1 47 . 1 1.00 1.00 1. 00 1. 00 1.00 1. 00
36.6 38.5 38 .5 47 . 1 47.1 47 . 1
16 23 3 5 9 4
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
East Bound
L-T-R
Protected
Include
5 10 10
2 0 110
*****************
0.506
34.6
C
*************,t
West Bound
L-T-R
I
Protected
Include
5 10 10
10 110
276 695
1.00 1.00
276
1.00
0.95
291
0
291
695
1.00
0.95
732
0
732
1.00 1.00
1.00 1. 00
291 732
97
1.00
97
1.00
0.95
102
0
102
1.00
1.00
102
20
.00
20
.00
468
1.00
468
1.00
0.95 0.95
21 493
0
21
.00
.00
21
0
493
1.00
1.00
493
145
1.00
145
1.00
0.95
153
0
153
1.00
1.00
153
2000 2000 2000 2000 2000 2000
0.90 1.00 0.90 0.90 1.00 0.90
2.00 1.73 0.27 1.00 1.49 0.51
3600 3464 483 1800 2974 923
0.08 0.21 0.21 0.01 0 .17 0.17
* * * * * * * *
0.16 0.45 0.45 0.04 0.33 0.33
0.51 0.47 0.47 0.28 0.51 0.51
46.1 23.4 23.4 55.8 32.5 32.5 0.7 0.2 0.2 2.0 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00
46.8 23.6 23.6 57.8 32.8 32 .8 1. 00 1. 00 1.00 1.00 1. 00 1.00
46.8 23.6 23.6 57 . 8 32 . 8 32 .8
17 29 4 1 23 7
* * * * * * * * * * ****** *************,
Traffix 7.1.0607 (c) 1999 Dowling Assoc. Licensed to LLG, SAN DIEGO, CA
APPENDIX B
>Redeemer by the Sea Lutheran Church Phasing Plan
Proposed Phase One Program - Option E
, —• _ Focus Facility Qty SF/Qty Est S/SF Total Area Est Total S
• norsitip ' •
Worship Center (Seats) 200 15 $ 80 3,000 $ 240,000
Sacristy 1 240 $ 55 240 $ 13,200
Sound System 1 allow $ 25,000
Organ / Keyboards 1 allow $ 55,000
Narthex 67 8 $ 75 533 $ . 40,000
Nursery for 15 1 525 $ 55 525 $ 28,875
Elevator 1 allow $ •36,000 Restrooms 2 265 $ 65 530 $ 34,450 Subtotal 4,828 $ 472,525 Artwork 2% $ 9,451 Storage 10% $ 35 483 $ 16,899 Circulation 5% $ 35 241 $ 8,450 Mechanical 3% $ 35 145 $ 5,070 Total Worship
Church Offices 5.697 S 512,394
(1) Infant Rm for 8
(i)2yr. old Rms for 8
2
2
280
280
$ 55 560
C ^ (\
$ 30,800
(in yr-KRmsfor8 2
£ttj\J
280 *
$
JJ
55 560
560
$
$
30,800
30,800 Lobby 1 200 $ 55 200 $ 11,000 student Restrooms 2 135 $ 65 270 $ 17,550 Subtotal 2,150 $ 120,950 storage 5% $ 35 108 $ 3,763
Circulation 10% $ 35 215 $ 7,525
Mechanical 3% $ 35 • 65 $ 2,258 Total ChUd Care
provements
2,537 $ 134,495
W,E,F,S 1 8,795 $ 1.90 8,795 $ 16,710
Grading 1 200,228 $ 0.90 200,228 $ 180,205 Irrigation & Landscape 1 22,062 $ 1.75 22,062 $ 38,609
Outdoor Fellowship
Courtyard 67 15 $ 5.00 1,000 $ 5,000 Preschool Outdoor Play
Area 24 75 $ 2.75 1,800 $ 4,950 Church Parking 100 350 $ 2.50 35,000 $ 87,500 Total Site Improvements 268,885 J 332,975
I 6-1 01/09/2000
Proposed Phase One Program - Option E
Redeemer by the Sea LutheranChurch - Carisbad, CA >
SithtotaK Constmction Costs i,mmsM
Other Considerations
Agency Fees, Conditions 3% $ 30,269
A/E Fees 12% $ 121,078
GC Overhead + Profit 17% $ 171,527
Insurance 3.00% $ 30,269
Performance Bond 2.00% $ .20,180 Interest (Construction
Loan) 8.75% $ 22,071 Blueprinting, Repro 0.20% $ 2,018 Fumishings, Fixtures,
Equip 15% $ 151,347
Contingency 10% $ 100,898
Subtotal, Other Considerations $ 649,658
8,795 $ 189
01/1)9/2000
•om •' 'Joertman FHONE No. : 760 721 6S74 May. 16 2000 9: 18IHM P02
Master FacUitit s Program - 1,^00 Members
Redeemer by the Sea LutheranChurch - CarUbad, CA
hocus Fadlity
y^rship
gry SF/Qry E.U S/SF Total Area_
Worship Ctfiiter (Scata)^
Choir (Scats)
^ "Sacrlsiv
40ri 15 95 6.090 %
50 12 95 600 $
240 65 480 %
Cr Kr.» ii 240 63 240 $
":o'»t'ri Booth 200 $ 65 200
- Musfc Dlrer.t(>rK Office
- Music Lib.'ary
250 65 250
230 75 250 S
- Choir R'-/J>n (Seuiy) 49 25 65 1.218 %
Sound .S /siom allow
Or^tni / KeyboarclH allow $
203 85 1,624 $
.Est Tolal $
rb'3>
578,550
57.000_
31,200
15,600
13,000
16,250
Jl8,7.50_
79,170
25,000
55.000
138,040
f^. Nursery for ?.5
\l r.Rlrooms
1
2
950
530 $
65
9.S
950
l.OftO
S
S
61.750
100,700
Subtotal 12,962 y j,j9n,nio
Artwork 2% s 23,800
- .Storp,';e 10% S 35 1,296 $ 45,367
CiiT.u'd'.ion 5% $ 35 648 $ 22,684
Mtirrdnical 3% s 35 389 $ 13,610
Total Worship 15,295 s 1,295,471
Ailuli .Kundav Sehoul/Bible Studv Classrooms/Meettna Rooms —
Classro. m.s for 40 1 1200 S 65 1,200 $ 78,000
MtgR..oinsfor30 2 900 $ 65 1,800 s 117,000
Re.<;trci)m.<; 2 290 S' 85 580 $ 49,300
Subtotal 3,580 s 244,300
Storai! C' 5% $ 35 179 $ 6,265
Circulation 5% $ 35 9 $ 313
Mechanical 3% !• s 35 107 s 3,759
fatal Sunday School / Bible Study 3,875 $ 254,637
<:hurch O/pcci
S'a^r 1. junee 1 250 s 65 250 5 16,250
fy'iTcjtP.- — —^r—
I'aslors 2 300 65 600 $
Yoijtli Coordinator 1 120 i 65 120 $ 7,800
»i AAA
Par-ih Administrator 1 120 65 120 $ 7,800
Adult Coordinator 0 120 65 -s Child Coordinator 1 120 s 65 120 s 7,800
YouMg Adiill Coordinator 1 120 65 120 s 7,800
Work-pace Tor Support Suff 2 175 85 350 $ 29,750
"Supiiort StalT 1 • 650 $ 65 650 $ 42,2.50
Con'erence Room 25 15 65 375 % 24,375
Fireproof Storage Room
Restroom^
1
2
175
189
t
$
85
85
175
378
s
$
14,875
32,136
Tt'jrj:,c
Tivculalion
Subtotal
5%
10%
i
$
is
35
3,258
163
326
$
%
%
229.H3V
5.702
11,403
OI/04/iOOO
RECE'.'VED TIME MAY. 16. 9:.17RM
^> om ••. ,K Uoer tman PHONE No. 760 721 6674 May. 16 2000 9:i8fiM P03
Master FacUHiss Program - 1,300 Memben
Redeemer by the Sen LutheranChurch - CarLsbad, CA
Mechanical 3% 35 98 $ 3.421
Total Church Offices
<V,lld Care /PreSchool for 118
3,H44 S 250,355
Classrooms: -S •
(i^lnl^Mll^msforg 280 i ' 560 s 42,000
(3) 2yr. .>ld Kins for 14 3 560 $ 65 1,680 $ 109.200
i';,)V>v-Kknisror56 3 700 $ 65 2,100 $ 136,500
1 200 $ 65 200 $ 1.^,000
Lmu-h Room (Occ's) li $ 65 708 s 46,020
Kilchen CS';rvinB) 59 3 % 85 177 $ 15,045
Nurse/Si.;k Room 1 250 75 250 % 18,750
Mu.sic I'oom (Occ's) 40 9 65 360 "$ 23,400
.Siudcm Re.stroums i 530 85 1,060 "$ 90.100
Pre Sciiool Qfftc.p..<t:
DiJ'ector 1 300 $ 65 300 $ 19,500
A.s.s'l Director 1 200 65 $ 13,000
Suppori Slair 1 200 £ 65 200 .$ 13.000
Conf Room (Occupants) 8 15 $ 65 120 $ 7,800
Orr:r» Re-strooms 2 189 i 85 378 $ 32,130
Subtotal 8,293 $ 494,015
Stora«;<f 5% i 35 415 $ 14,513
jT7cj'ation 10% s 35 829 $ 29,026
"Klcfnanical 3% $ 35 249 s 8,708
Total Child Care
Elrmentary Sch/'ol for 240 Students
9,786 5 546,261
Compi .cr Learning
Center (Workstation.?) 30 30 $ 65 900 $ 58.500
Medio Centcr/Iyibrnry 1 900 $ 65 900 s 58,500
Classi jonis for 24
Stude-.ts each 10 900 s 65 9,000 $ 585,000
Student Restrooms 6 290 s 85 1,740 $ 147,900
Nursc/Sick Room 1 250 s 75 250 $ 18,750
Day Srhr^' l OfTicci:
Principal 1 300 s 65 300 s 19,500
Vice Principal 1 200 s 65 200 $• 13,000
'A'o/kspacc for Support
Staff 2 175 85 350 s 29,750
SU|i|J6n ATatT
Workroom 1 600 65 600 $ 39,000
Stttfl i.ounge 1 250 $ 65 250 $ 16.2 .SO
Conli.'foncc Room
(Occupants) 12 ' 15 s 65 180 $ 11.700
School Office Restrooms 2 189 85 378 $ 32,130
Subtotal 15,048 $ . 849,900
I)li0ii2000
RECE.'VED TIME MRY. 16. SMI'fiM
.K Uoertnic.T PHONE No. 760 721 6674
Muster FacUities Program - 1,300 Members
Redeemer by the Sea LutheranChurch - Carlsbad, CA
May.16 2000 9:19ftM P05
Storay; 5% 35 752 $
5% 35 752 $
Mr^'ir.nical 3% 35 451 $
Total Day School 17.004 S
Elder Center
ts
•V-/
If
Conf R iKim (Occupants) 8
As.semhly Room
(Oocur'«"ts)
15 65 120 $
32 75 390 S
Game Uoom (Occ's)
Lobby
Kilchen (Serving
Capacity)
16 12 65 195 $
200 65 200 S
32 85 130 $
N ur.<?c/S ick Room
P ,-str'j/ims
250 75 250 $
2 530 85 1,060 $
Subtidal 2.345 S
Storage _
Circnlati'.vn
Mochaoicfll
10% 35 234 $
10% 35 234 $
3% 35 70 $
Total Elder Care. 2M4 $
Family Life Center
Youth. Meeting Rooms
Firesiile Room (Occ's)
1200 65 /2,40U $
40 30 $ 65
Thealcr (Occ's) 120 18 $ 65
1,200 / ,$
2,160 K$
Great Hall / (iym
(Occ'.s) 650 115 $ 65 /9:750 /$
Changing Rooms
Kilchen (Serving
Capacity)
750 S 85 Ul',5004-i$ \
520 85 2,080 $
Fitness Center
Church Store
300 65 300 $
300 75 300 $
ResirO('.;ms 216 $ 85 432 $
Subtotal 20,122 $
Stora I jC 5% 35 1.006 $
Circulation 5% 35 50 $
Mechanical 3% 35 604 $
Support Services
Total Family Life Center 21,782 S
Maintcr,;tr.ce Shop 1 2400
Total Support Services
26,334
26,334
15,800
918,368
7,800
29,232
12,667
13.000
11.043
18,750
90.100
182,592
8,206
8,206
•2,462
201,466
156.000
78,000
140,400
633,750
127,500
176.800
19,500
22.500
36,720
1,391,170
35,214
1.761
21,128
1,449,272
I RECEIVED TIME MAY.16.
(b'S
9:4?flM
(11/04/2000
From K Uoertman PHONE No. : 760 721 6674 May.16 2000 9:ISAM P04
Master FacUities Program -1,300 Members
Redeemer by the Sea LutheranChurch - Carlsbad, CA
7lte Improvements
W,E,F.S
Grading
TtT'iga tion & Landscape
Ou<.£i!»w Fellowship
Courtyard
Churcl" Parking
1
203
Preschool Outdoor Play
Area 118
Day School Outdoor
Play A ica 240
74^71 .H 1.90 74,471 $
I , 243,182 $ 0.90 243,1X2 S
1 186,327 $ 1.73 186,327 $
15 $ S.OO 3,045 $
75 $ 2.75 8,850 $
75 $ 1.9.5 18.000 $
162 350 $ 2.75
Total Site Improvements
56,840 $
590,715 S
141,495
218,864
326,072
15.225
24,338
35,100
156.310
917,403
1
0:'lier Con ^idf rations
.\g<"iicy Fees, Conditions 3% $ 175,631
A/F, Fees 12% ! S 702.523
GC Ove/nead + Profit 17% % 995,242
Insurance 3.00% % 175,631
Perfor; iance Bond 2.00% % 117,087
Intcrc!'. (Construciion
Loan) 8.75% % 128,064
DIuep-inting, Rcpro 0.20% % 11,709
Furnishings, Fixtures,
Equip ' 20% 1 s 1,170,872
Conliiigcjioy 10% s 585,436
Subtotal, Other Considerations 4,062,196
liiiiiniiiiOiliHiniliHiiiilWiiinn
oi.'(\i.'i.ati{t
RECE::VED TIME MfiY.ie. ^--Arm
APPENDIX C
>List of Other Approved/Pending Projects
>^Other Approved/Pending Projects Trip Generation
VOther Approved/Pending Projects Trip Distribution
OCT-25-2000 WED 08:58 AM CITY OF CARLSBAD FAX NO. 760 602 8558 P, 01
FAX TRANSMITTAL
Engineering Department
DATE: Oct. 24, 2000
TIME SENT: 9:35
TO: Vicki*
Number of pages being transmitted;
(including transmittal) 2
PM
COMPANY: Darnell & Asso.
PHONE NO: 619/233-9373
FAX NO: 619/233-4034
FROM: Michael J. Shirey
DIVISION: Development Services
PHONE NO. (760) 602-2747
FAX NO: (760) 602-8562
RE: PRE 00-06: REDEEMER-BY-THE SEA
TRAFFIC REPORT CUMULATIVE PROJECTS
Vicki,
Per your request, I have attached an exhibit showing which projects you should use for
your cumulative trip generation. I do not have the ADT You need to come to our (ront counter
and research the traffic reports, or look at the tentative maps, CUP's, etc Where projects have
not been proposed, use the City's General Plan land use assumptions to generate ADT from
those parcels.
Also, analyze whether a deceleration/right-turn-only lane will be required for eastbound
Poinsettia Lane to southbound 'A' Street
Thanks,
Mike S.
Cc. Planning File
1635 FaradayAvenue • Carlsbad. CA 92008-7314 • TEL 760/602-2720 • FAX 760/602-8562
C-\
INTERSECTION SPACING EXHIBIT
pomcm LN
lL_
REDEEMER BY THE SEA
AS>N 2^5-080-22
AP// 215-080-04
APN 215-841-07
V
I
KARCK 27, ?.000
(—•
CD
rr>
—J
a:)
CD
ro
CD cn cn
CD
1 Table A
1 Other Approved/Pending Projects Trip Generation Summary
1 Weekday Trip Generation Rate
LandUse Daily Trip Generation
Rate'
AM Peak Hour Trip
Generation Rate
PMPeak Hour Trip
Generation Rate LandUse Daily Trip Generation
Rate'
Total %In %Out Total %Bi %Out
Single Family Residential 9.57 Trips/Dwelling Unit 0.75/DU 25% 75% 1.01/DU 64% 36%
Church 9.11Trips/ksf 0.72/ksf 54% 46% 0.66/ksf 54% 46%
' All trip generation rates are based on The Institute of Transportation Engin
ksf= 1,000 Square Feet
DU = Dwelling Unit
eers(m Trip Ge nerationMa nual, 6"" Edition
Weekday Trip Generation
LandUse Total No. of
Units
Daily
Trips
AM Peak Hour Trips PMPeak Hour Trips LandUse Total No. of
Units
Daily
Trips Total hi Out Total hi Out
Ocean Bluff-CT 93-09A
• Single Family 96 919 72 18 54 97 62 35
DeJong-CT 98-05
• Single Family 28 268 21 5 16 28 18 10
Daybreak Community Church 18.11 ksf 165 13 7 6 12 6 6
Redeemer by the Sea
• Single Family 12 115 9 2 7 12 8 4
Total Trip Generation by Other Projects-1,467 115 32 83 1 149 94 « 1
d'3
I
LEGEND
XX% - DISTRIBUTION PERCENTAGE
(1) - OCEAN BLUFF (CT 93-09) PROJECT SITE
(2) - DE JONG (CT 98-05) PROJECT SITE
Darnell & ASSOCUTES, INC. FIGURE A
OTHER APPROVED/PENDING PROJECTS TRIP DISTRIBUTION
I
LEGEND
XX% - DISTRIBUTION PERCENTAGE
* - PROJECT SITE
Darnell & ASSOCIATES, INC. FIGURE B
REDEEMER BY THE SEA-12 LOT SUBDIVISION
NEAR TERM TRIP DISTRIBUTION
o
Ul
< <
o o
o o
I
I I \
/ \
90%—^
t—\
LEGEND
XX% - DISTRIBUTION PERCENTAGE
* - PROJECT SITE
Darnell & ASSOCIATES, INC. FIGURE C
REDEEMER BY THE SEA-12 LOT SUBDIVISION
LONG TERM TRIP DISTRIBUTION
(/)
o I oo o I
< < .— O
o 5 o
I i
LEGEND
XX% - DISTRIBUTION PERCENTAGE
* - PROJECT SITE
Darnell & ASSOCIATES, INC. FIGURE D
DAYBREAK COMMUNITY CHURCH
NEAR TERM TRIP DISTRIBUTION
LEGEND
XX% - DISTRIBUTION PERCENTAGE
* - PROJECT SITE
Darnell & ASSOCIATES, INC. FIGURE E
COBBLESTONE TRIP DISTRIBUTION
Q: </)
o
I
00
o I
ro < <
o o
o o
pi
I I
LEGEND
XX% - DISTRIBUTION PERCENTAGE
* - PROJECT SITE
Darnell & ASSOCIATES, INC. FIGURE F
CARNATION TRIP DISTRIBUTION
C3
CC CO
o I oo o I ro
< < 5 o
o o
APPENDIX D
^Existing Conditions (ICU & HCS)
INTERSECTION CAPACITY UTILIZATION
WORKSHEET
CITY OF CARLSBAD-SATURATION FLOW RATES
(2,000 VEH/HR/LANE THRU;1,800 TURN, 1,620 DUAL TURN LANES)
INTERSECTION
DATE
TIME
NAME
11/06/00
AM PEAK HOUR
( POINSETTIA-AVIARA-EX
EXISTING
No AM Peak 0.00 Crit
Movement Lanes Cap. Vol V/C Min. Mvmt
— —
NL 2 3,240 441 0,14 0.14 1
NR 0 0 3 0.00 0.00 0
NT 2 4,000 187 0.05 0.05 0
SL 1 1,800 15 0.01 0.01 0
SR 0 0 51 0.00 0.00 0
ST 2 4,000 132 0.05 0.05 1
EL 2 3,240 118 0.04 0.04 1
ER 2 3,240 414 0.13 0.13 0
ET 1 2,000 29 0.01 0.01 0
WL 1 1,800 9 0.01 0.01 0
WR 0 0 30 0.00 0.00 0
WT 2 4,000 53 0.02 0.02 1
N/S component 0. 19
E/W component 0. 06
Rt. Tn. comp. 0. 00
Clearance Interval 0. 10
ICU 0. 35
LOS A
Critical movement identified by a 1.
Ten lanes for a right turn indicates free movement.
NA - Not Applicable
1>-I
POINSETTIA-AVIARA-EX
INTERSECTION CAPACITY UTILIZATION
WORKSHEET
CITY OF CARLSBAD-SATURATION FLOW RATES
(2,000 VEH/HR/LANE THRU;1,800 TURN, 1,620 DUAL TURN LANES
INTERSECTION
DATE
TIME
NAME
11/06/00
PM PEAK HOUR
( POINSETTIA-AVIARA-EX
EXISTING
No. PM Peak 0.00 Crit.
Movement Lanes Cap. Vol. V/C Min. Mvmt.
NL 2 3,240 358 0.11 0.11 1
NR 0 0 3 0.00 0.00 0
NT 2 4,000 151 0.04 0.04 0
SL 1 1,800 12 0.01 0.01 0
SR 0 0 93 0.00 0.00 0
ST 2 4,000 138 0.06 0.06 1
EL 2 3,240 37 0.01 0.01 0
ER 2 3,240 532 0.16 0.16 1
ET 1 2,000 59 0.03 0.03 1
WL 1 1,800 6 0.00 0.00 1
WR 0 0 12 0.00 0.00 0
WT 2 4,000 34 0.01 0.01 0
N/S component 0.17
E/W component 0.03
Rt.Tn. comp. 0.02
Clearance Interval 0.10
ICU 0.32
LOS A
Critical movement identified by a 1.
Ten lanes for a right turn indicates free movement.
NA - Not Applicable
POINSETTIA-AVIARA-EX
HCS: Unsignalized Intersections Release 3.2
Intersection:
Analyst:
Project No.:
Date:
East/West Street:
North/South Street:
Intersection Orientation: NS
TWO-WAY STOP CONTROL SUMMARY
Poinsettia Ln/Black Rail Rd
V Root-Existing
001001-Redeemer by the Sea
11/6/00-AM Peak
Poinsettia Lane
Black Rail Road
Study period (hrs): 1.00
Major Street;
Vehicle Volumes and Adjustments
Approach Northbound ^ ^Southbound
Movement 1
L
2
T
3
R
5
T
6
R
Volume 2 5 11
Hourly Flow Rate, HFR 2 7 11
Percent Heavy Vehicles 0
Median Type Undivided
RT Channelized?
Lanes 0 1
Configuration LT
Upstream Signal? No
17
17
1
No
29
30
0
TR
Minor Street: Approach
Movement
Westbound
8
T
9
R
Eastbound
10 11 12
LTR
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach:
13
13
0
RT Channelized?
Lanes
Configuration
Exists?
Storage
21
22
0
No
Approach NB
Movement 1
Lane Config LT
v (vph) 27
C(m) (vph) 1573
v/c 0.02
95% queue length 0.00
Control Delay 7.3
LOS A
Approach Delay
Approach LOS
Delay, Queue Length, and Level of Service
SB Westbound
10
L
Eastbound
11
13
895
0.01
0.00
9.1
A
8.7
A
12
R
22
1048
0.02
0.00
8.5
A
HCS: Unsignalized Intersections Release 3.2
Bill E Darnell
Darnell & Associates
Phone:
E-Mail: Fax:
Intersection:
City/State:
Analyst:
_TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Poinsettia Ln/Black Rail Rd
V Root-Existing
HCS: Unsignalized Intersections Release 3.2
Intersection:
Analyst:
Project No.:
Date:
East/West Street:
North/South Street:
Intersection Orientation: NS
TWO-WAY STOP CONTROL SUMMARY
Poinsettia Ln/Black Rail Rd
V Root-Existing
001001-Redeemer by the Sea
11/6/00-PM Peak
Poinsettia Lane
Black Rail Road
Study period (hrs): 1.00
Major Street:
Vehicle Volumes and Adjustments
Approach Northbound ~ Southbound
Movement 1
L
2
T
4
L
5
T
6
R
Volume 10 16
Hourly Flow Rate, HFR 10 16
Percent Heavy Vehicles 0
Median Type Undivided
RT Channelized?
Lanes 0 1
Configuration LT
Upstream Signal? No
24
25
26
27
0
TR
No
Minor Street: Approach
Movement 7
L
Westbound
8
T
Eastbound
10 11 12
LTR
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach
31
32
0
RT Channelized?
Lanes
Configuration
Exists?
Storage
18
18
0
No
Approach
Movement
Lane Config
_Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
14 7 8 9 10 11
LT
12
R
V (vph) 10
C(m) (vph) 1567
v/c 0.01
95% queue length 0.00
Control Delay 7.3
LOS A
Approach Delay
Approach LOS
32
930
0.03
0.00
9.0
A
8.8
A
18
1040
0.02
0.00
8.5
A
HCS: Unsignalized Intersections Release 3.2
Bill E Darnell
Darnell & Associates
Phone:
E-Mail: Fax:
Intersection:
City/State:
Analyst:
_TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Poinsettia Ln/Black Rail Rd
V Root-Existing
APPENDIX E
^Existing + Phase I Project Conditions (ICU & HCS)
INTERSECTION CAPACITY UTILIZATION
WORKSHEET
CITY OF CARLSBAD-SATURATION FLOW RATES
(2,000 VEH/HR/LANE THRU;1,800 TURN, 1,620 DUAL TURN LANES)
INTERSECTION: NAME
DATE: 03/07/01
TIME: AM PEAK HOUR
( POINSETTIA-AVIARA-EX-FPHASEI
EXISTING + PHASE I PROJECT
No. AM Peak 0.00 Crit.
Movement Lanes Cap. Vol. V/C Min. Mvmt.
———————
NL 2 3,240 441 0.14 0.14 1
NR 0 0 3 0.00 0.00 0
NT 2 4,000 187 0.05 0.05 0
SL 1 1,800 20 0.01 0.01 0
SR 0 0 51 0.00 0.00 0
ST 2 4,000 132 0.05 0.05 1
EL 2 3,240 118 0.04 0.04 1
ER 2 3,240 414 0.13 0.13 0
ET 1 2,000 36 0.02 0.02 0
WL 1 1,800 9 0.01 0.01 0
WR 0 0 34 0.00 0.00 0
WT 2 4,000 60 0.02 0.02 1
N/S component 0.19
E/W component 0.06
Rt.Tn. comp. 0.00
Clearance Interval 0.10
ICU 0.35
LOS A
Critical movement identified by a 1.
Ten lanes for a right turn indicates free movement.
NA - Not Applicable
E-1
INTERSECTION CAPACITY UTILIZATION
WORKSHEET
CITY OF CARLSBAD-SATURATION FLOW RATES
(2,000 VEH/HR/LANE THRU;1,800 TURN, 1,620 DUAL TURN LANES
INTERSECTION: NAME
DATE: 03/07/01
TIME: PM PEAK HOUR
( POINSETTIA-AVIARA-EX-I-PHASEI
EXISTING + PHASE I PROJECT
No. PM Peak 0.00 Crit.
Movement Lanes Cap. Vol. V/C Min. Mvmt.
—
NL 2 3,240 358 0.11 0.11 1
NR 0 0 3 0.00 0.00 0
NT 2 4,000 151 0.04 0.04 0
SL 1 1,800 17 0.01 0.01 0
SR 0 0 93 0.00 0.00 0
ST 2 4,000 138 0.06 0.06 1
EL 2 3,240 37 0.01 0.01 0
ER 2 3,240 532 0.16 0.16 1
ET 1 2,000 66 0.03 0.03 1
WL 1 1,800 6 0.00 0.00 1
WR 0 0 17 0.00 0.00 0
WT 2 4,000 41 0.01 0.01 0
N/S component 0.17
E/W component 0.03
Rt.Tn. comp. 0.02
Clearance Interval 0.10
ICU 0.32
LOS A
Critical movement identified by a 1.
Ten lanes for a right turn indicates free movement.
NA - Not Applicable
E-2
Intersection:
Analyst:
Project No.:
Date:
East/West Street:
North/South Streets
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection Orientation: NS
Poinsettia Ln/Black Rail Rd
V Root-Existing-i-Phase I
001001-Redeemer by the Sea
03/07/01-AM Peak
Poinsettia Lane
Black Rail Road
Study period (hrs): 1.00
Major Street:
^Vehicle Volumes and Adjustments
Approach Northbound Southbound
Movement 1
L
2
T
3
R
4
L
5
T
6
R
12
12
Volume 37
Hourly Flow Rate, HFR 38
Percent Heavy Vehicles 0
Median Type Undivided
RT Channelized?
Lanes 0 i
Configuration LT
Upstream Signal? No
18
18
No
29
30
0
TR
Minor Street: Approach
Movement 7
L
Westbound
8
T
9
R
Eastbound
10 11 12
LTR
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized?
Lanes
Configuration
13
13
0
33
34
0
No
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB
1
LT
SB
4
Westbound
8 10
L
Eastbound
11 12
R
V (vph) 38
C(m) (vph) 1572
v/c 0.02
95% queue length 0.00
Control Delay 7.3
LOS A
Approach Delay
Approach LOS
13
863
0.02
0.00
9.2
A
8.7
A
34
1046
0.03
0.00
8.6
A
E-3
Intersection:
Analyst:
Project No.:
Date:
East/West Street:
North/South Street:
HCS: Unsignalized Intersections Release 3.2
_TWO-WAY STOP CONTROL SUMMARY
Intersection Orientation: NS
Poinsettia Ln/Black Rail Rd
V Root-Existing-i-Phase I
001001-Redeemer by the Sea
03/07/01-PM Peak
Poinsettia Lane
Black Rail Road
Study period (hrs): 1.00
Major Street:
^Vehicle Volumes and Adjustments
Approach Northbound Southbound
Movement 1
L
2
T
3
R
4
L
5
T
6
R
Volume 22
Hourly Flow Rate, HFR 23
Percent Heavy Vehicles 0
Median Type Undivided
RT Channelized?
Lanes 0
Configuration LT
Upstream Signal?
17
17
25
26
26
27
0
TR
No No
Minor Street: Approach
Movement 7
L
Westbound
8
T
9
R
Eastbound
10 11 12
LTR
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized?
Lanes
Configuration
31
32
0
30
31
0
No
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB
1
LT
SB
4
Westbound
8 10
L
Eastbound
11 12
R
V (vph) 23
C(m) (vph) 1566
v/c 0.01
95% queue length 0.00
Control Delay 7.3
LOS A
Approach Delay
Approach LOS
32
890
0.04
0.00
9.2
A
8.9
A
31
1037
0.03
0.00
8.6
A
E-4
APPENDIX F
^Existing + Other Approved/Pending Projects Conditions
(ICU & HCS)
INTERSECTION CAPACITY UTILIZATION
WORKSHEET
CITY OF CARLSBAD-SATURATION FLOW RATES
(2,000 VEH/HR/LANE THRU;1,800 TURN, 1,620 DUAL TURN LANES)
INTERSECTION: NAME
DATE: 03/07/01
TIME: AM PEAK HOUR
( POINSETTIA-AVIARA-EX-t-OTHERS
EXISTING + OTHERS
No. AM Peak 0.00 Crit.
Movement Lanes Cap. Vol. V/C Min. Mvmt.
—
NL 2 3240 442 0.14 0.14 1
NR 0 0 5 0.00 0.00 0
NT 2 4000 188 0.05 0.05 0
SL 1 1800 31 0.02 0.02 0
SR 0 0 51 0.00 0.00 0
ST 2 4000 133 0.05 0.05 1
EL 2 3240 118 0.04 0.04 1
ER 2 3240 416 0.13 0.13 0
ET 1 2000 60 0.03 0.03 0
WL 1 1800 16 0.01 0.01 0
WR 0 0 68 0.00 0.00 0
WT 2 4000 123 0.05 0.05 1
N/S component 0.19
E/W component 0.09
Rt.Tn. comp. 0.00
Clearance Interval 0.10
ICU 0.38
LOS A
Critical movement identified by a 1.
Ten lanes for a right turn indicates free movement.
NA - Not Applicable
F-1
INTERSECTION CAPACITY UTILIZATION
WORKSHEET
CITY OF CARLSBAD-SATURATION FLOW RATES
(2,000 VEH/HR/LANE THRU;1,800 TURN, 1,620 DUAL TURN LANES
INTERSECTION: NAME
DATE: 03/07/01
TIME: PM PEAK HOUR
( POINSETTIA-AVIARA-EX-I-OTHERS
EXISTING -I- OTHERS
No. PM Peak 0.00 Crit.
Movement Lanes Cap. Vol. V/C Min. Mvmt.
NL 2 3240 360 0.11 0.11 1
NR 0 0 11 0.00 0.00 0
NT 2 4000 152 0.04 0.04 0
SL 1 1800 59 0.03 0.03 0
SR 0 0 93 0.00 0.00 0
ST 2 4000 139 0.06 0.06 1
EL 2 3240 37 0.01 0.01 0
ER 2 3240 534 0.16 0.16 0
ET 1 2000 146 0.07 0.07 1
WL 1 1800 9 0.01 0.01 1
WR 0 0 32 0.00 0.00 0
WT 2 4000 71 0.03 0.03 0
N/S component 0.17
E/W component 0.08
Rt.Tn. comp. 0.00
Clearance Interval 0.10
ICU 0.35
LOS A
Critical movement identified by a 1.
Ten lanes for a right turn indicates free movement.
NA - Not Applicable
F-2
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection:
Analyst:
Project No.:
Date:
East/West Street:
North/South Street:
Poinsettia Ln/Black Rail Rd
V Root-Ex+Others
001001-Redeemer by the Sea
03/07/01-AM Peak
Poinsettia Lane
Black Rail Road
Intersection Orientation: NS Study period (hrs): 1.00
Major Street:
^Vehicle Volumes and Adjustments
Approach Northbound Southbound
Movement 1
L
2
T
3
R
4
L
5
T
6
R
Volume 41 14
Hourly Flow Rate, HFR 43 14
Percent Heavy Vehicles 0
Median Type Undivided
RT Channelized?
Lanes 0 1
Configuration LT
Upstream Signal? No
24
25
129
135
0
TR
No
Minor Street: Approach
Movement 7
L
Westbound
8
T
9
R
Eastbound
10 11 12
LTR
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
56
58
0
28
29
0
Median Storage
Flared Approach:
RT Channelized?
Lanes
Configuration
1
Exists?
Storage
No
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 10 11
LT
12
R
V (vph) 43
C(m) (vph) 1432
v/c 0.03
95% queue length 0.00
Control Delay 7.6
LOS A
Approach Delay
Approach LOS
58
782
0.07
0.15
10.0-
A
9.6
A
29
971
0.03
0.00
8.8
A
F-3
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection:
Analyst:
Project No.:
Date:
East/West Street;
North/South Street:
Intersection Orientation: NS
Poinsettia Ln/Black Rail Rd
V Root-Ex-t-Others
001001-Redeemer by the Sea
03/07/01-PM Peak
Poinsettia Lane
Black Rail Road
Study period (hrs): 1.00
Major Street;
^Vehicle Volumes and Adjustments
Approach Northbound Southbound
Movement 1
L
2
T
3
R
4
L
5
T
6
R
Volume 19 24
Hourly Flow Rate, HFR 20 25
Percent Heavy Vehicles 0
Median Type Undivided
RT Channelized?
Lanes 0 1
Configuration LT
Upstream Signal? No
28
29
79
83
0
TR
No
Minor Street: Approach
Movement 7
L
Westbound
8
T
9
R
Eastbound
10 11 12
LTR
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach
RT Channelized?
Lanes
Configuration
Exists?
Storage
155
163
0
36
37
0
No
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB
1
LT
SB
4
Westbound
8 10
L
Eastbound
11 12
R
V (vph) 20
C(m) (vph) 1490
v/c 0.01
95% queue length 0.00
Control Delay 7.4
LOS A
Approach Delay
Approach LOS
163
854
0.19
0.80
10.2
B
9.9
A
37
998
0.04
0.00
8.7
A
F-4
APPENDIX G
>Existing + Other Approved/Pending Projects + Phase I Project
Conditions (ICU & HCS)
INTERSECTION CAPACITY UTILIZATION
WORKSHEET
CITY OF CARLSBAD-SATURATION FLOW RATES
(2,000 VEH/HR/LANE THRU;1,800 TURN, 1,620 DUAL TURN LANES)
INTERSECTION: NAME
DATE: 03/08/01
TIME: AM PEAK HOUR
( POINSETTIA-AVIARA-EX-I-OTHERS-I-PHASEI
EXISTING + OTHERS + PHASE I PROJECT'
No. AM Peak 0.00 Crit.
Movement Lanes Cap. Vol. V/C Min. Mvmt.
—
NL 2 3240 442 0.14 0.14 1
NR 0 0 5 0.00 0.00 0
NT 2 4000 188 0.05 0.05 0
SL 1 1800 36 0.02 0.02 0
SR 0 0 51 0.00 0.00 0
ST 2 4000 133 0.05 0.05 1
EL 2 3240 118 0.04 0.04 1
ER 2 3240 416 0.13 0.13 0
ET 1 2000 67 0.03 0.03 0
WL 1 1800 16 0.01 0.01 0
WR 0 0 72 0.00 0.00 0
WT 2 4000 130 0.05 0.05 1
N/S component 0.19
E/W component 0.09
Rt.Tn. comp. 0.00
Clearance Interval 0.10
ICU 0.38
LOS A
Critical movement identified by a 1.
Ten lanes for a right turn indicates free movement.
NA - Not Applicable
G-1
INTERSECTION CAPACITY UTILIZATION
WORKSHEET
CITY OF CARLSBAD-SATURATION FLOW RATES
(2,000 VEH/HR/LANE THRU;1,800 TURN, 1,620 DUAL TURN LANES
INTERSECTION: NAME
DATE: 03/08/01
TIME: PM PEAK HOUR
( POINSETTIA-AVIARA-EX-I-OTHERS-I-PHASEI
EXISTING -•- OTHERS + PHASE I PROJECT'
No. PM Peak 0.00 Crit.
Movement Lanes Cap. Vol. V/C Min. Mvmt.
NL 2 3240 360 0.11 0.11 1
NR 0 0 11 0.00 0.00 0
NT 2 4000 152 0.04 0.04 0
SL 1 1800 64 0.04 0.04 0
SR 0 0 93 0.00 0.00 0
ST 2 4000 139 0.06 0.06 1
EL 2 3240 37 0.01 0.01 0
ER 2 3240 534 0.16 0.16 0
ET 1 2000 153 0.08 0.08 1
WL 1 1800 9 0.01 0.01 1
WR 0 0 37 0.00 0.00 0
WT 2 4000 78 0.03 0.03 0
N/S component 0.17
E/W component 0.09
Rt.Tn. comp. 0.00
Clearance Interval 0.10
ICU 0.36
LOS A
Critical movement identified by a 1.
Ten lanes for a right turn indicates free movement.
NA - Not Applicable
G-2
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection:
Analyst:
Project No.:
Date:
East/West Street:
North/South Street:
Poinsettia Ln/Black Rail Rd
V Root-Ex-l-Other-i-Phase I
001001-Redeemer by the Sea
03/07/01-AM Peak
Poinsettia Lane
Black Rail Road
Intersection Orientation: NS Study period (hrs): 1.00
Major Street!
^Vehicle Volumes and Adjustments
Approach Northbound Southbound
Movement 1
L
2
T
3
R
4
L
5
T
6
R
Volume 52 15
Hourly Flow Rate, HFR 54 15
Percent Heavy Vehicles 0
Median Type Undivided
RT Channelized?
Lanes 0 1
Configuration LT
Upstream Signal? No
25
26
129
135
0
TR
No
Minor Street: Approach
Movement 7
L
Westbound
8
T
9
R
Eastbound
10 11 12
LTR
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized?
Lanes
Configuration
56
58
0
40
42
0
No
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 10 11
LT 12
R
V (vph) 54
C(m) (vph) 1430
v/c 0.04
95% queue length 0.00
Control Delay 7.6
LOS A
Approach Delay
Approach LOS
58
753
0.08
0.17
10.2
B
9.6
A
42
968
0.04
0.00
8.9
A
G-3
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection:
Analyst:
Project No.:
Date:
East/West Street:
North/South Street:
Poinsettia Ln/Black Rail Rd
V Root-Ex-t-Other-i-Phase I
001001-Redeemer by the Sea
03/07/01-PM Peak
Poinsettia Lane
Black Rail Road
Intersection Orientation: NS Study period (hrs): 1.00
Major Street:
^Vehicle Volumes and Adjustments
Approach Northbound Southbound
Movement 1
L
2
T
3
R
4
L
5
T
6
R
Volume 31
Hourly Flow Rate, HFR 32
Percent Heavy Vehicles 0
Median Type Undivided
RT Channelized?
Lanes 0
Configuration LT
Upstream Signal?
25
26
29
30
79
83
0
TR
No No
Minor Street: Approach
Movement 7
L
Westbound
8
T
9
R
Eastbound
10 11 12
LTR
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized?
Lanes
Configuration
155
163
0
48
50
0
No
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
I * I 8 9 10 11
LT 12
R
V (vph) 32
C(m) (vph) 1489
v/c 0.02
95% queue length 0.00
Control Delay 7.5
LOS A
Approach Delay
Approach LOS
163
819
0.20
0.84
10.5
B
10.1
B
50
996
0.05
0.00
8.8
A
G-4
APPENDIX H
>Buildout Without Project (ICU)
INTERSECTION CAPACITY UTILIZATION
WORKSHEET
CITY OF CARLSBAD-SATURATION FLOW RATES
(2,000 VEH/HR/LANE THRU;1,800 TURN, 1,620 DUAL TURN LANES)
INTERSECTION: Poinsettia/Aviara
DATE: 03/08/01
TIME: AM PEAK HOUR
( POINSETTIA-AVIARA-2020
BUILDOUT WITHOUT PROJECT
No. AM Peak 0.00 Crit.
Movement Lanes Cap. Vol. V/C Min. Mvmt.
NL 2 3240 301 0.09 0.09 0
NR 0 0 62 0.00 0.00 0
NT 2 4000 424 0.12 0.12 1
SL 1 1800 55 0.03 0.03 1
SR 0 0 67 0.00 0.00 0
ST 2 4000 141 0.05 0.05 0
EL 2 3240 276 0.09 0.09 1
ER 0 0 97 0.00 0.00 0
ET 2 4000 663 0.19 0.19 0
WL 1 1800 20 0.01 0.01 0
WR 0 0 128 0.00 0.00 0
WT 2 4000 442 0.14 0.14 1
N/S component 0.15
E/W component 0.23
Rt.Tn. comp. 0.00
Clearance Interval 0.10
ICU 0.48
LOS A
Critical movement identified by a 1.
Ten lanes for a right turn indicates free movement.
NA - Not Applicable
H-1
INTERSECTION CAPACITY UTILIZATION
WORKSHEET
CITY OF CARLSBAD-SATiniATION FLOW RATES
(2,000 VEH/HR/LANE THRU;1,800 TURN, 1,620 DUAL TURN LANES
INTERSECTION: Poinsettia/Aviara
DATE: 03/08/01
TIME: PM PEAK HOUR
( POINSETTIA-AVIARA-2020
BUILDOUT WITHOUT PROJECT
No. PM Peak 0.00 Crit.
Movement Lanes Cap. Vol. V/C Min. Mvmt.
NL 2 3240 204 0.06 0.06 1
NR 0 0 32 0.00 0.00 0
NT 2 4000 249 0.07 0.07 0
SL 1 1800 165 0.09 0.09 0
SR 0 0 302 0.00 0.00 0
ST 2 4000 548 0.21 0.21 1
EL 2 3240 60 0.02 0.02 0
ER 0 0 332 0.00 0.00 0
ET 2 4000 575 0.23 0.23 1
WL 1 1800 50 0.03 0.03 1
WR 0 0 41 0.00 0.00 0
WT 2 4000 484 0.13 0.13 0
N/S component 0.27
E/W component 0.26
Rt.Tn. comp. 0.00
Clearance Interval 0.10
ICU 0.63
LOS B
Critical movement identified by a 1.
Ten lanes for a right turn indicates free movement.
NA - Not Applicable
H-2
INTERSECTION CAPACITY UTILIZATION
WORKSHEET
CITY OF CARLSBAD-SATURATION FLOW RATES
(2,000 VEH/HR/LANE THRU;1,800 TURN, 1,620 DUAL TURN LANES)
INTERSECTION: Poinsettia/Black Rail
DATE: 03/08/01
TIME: AM PEAK HOUR
( POINSETTIA-Blackrail-2020
BUILDOUT WITHOUT PROJECT
No. AM Peak 0.00 Crit.
Movement Lanes Cap. Vol. V/C Min. Mvmt.
NL 1 1800 49 0.03 0.03 1
NR 0 0 50 0.00 0.00 0
NT 1 2000 16 0.03 0.03 0
SL 1 1800 60 0.03 0.03 0
SR 0 0 142 0.00 0.00 0
ST 1 2000 27 0.08 0.08 1
EL 1 1800 62 0.03 0.03 0
ER 0 0 33 0.00 0.00 0
ET 2 4000 685 0.18 0.18 1
WL 1 1800 54 0.03 0.03 0
WR 0 0 80 0.00 0.00 0
WT 2 4000 399 0.12 0.12 1
N/S component 0.11
E/W component 0.21
Rt.Tn. comp. 0.00
Clearance Interval 0.10
ICU 0.42
LOS A
Critical movement identified by a 1.
Ten lanes for a right turn indicates free movement.
NA - Not Applicable
H-3
INTERSECTION CAPACITY UTILIZATION
WORKSHEET
CITY OF CARLSBAD-SATURATION FLOW RATES
(2,000 VEH/HR/LANE THRU;1,800 TURN, 1,620 DUAL TURN LANES
INTERSECTION
DATE
TIME
Poinsettia/Black Rail
03/08/01
PM PEAK HOUR
( POINSETTIA-Blackrail-2020
BUILDOUT WITHOUT PROJECT
No. PM Peak 0.00 Crit.
Movement Lanes Cap. Vol. V/C Min. Mvmt.
—
NL 1 1800 25 0.01 0.01 0
NR 0 0 80 0.00 0.00 0
NT 1 2000 27 0.05 0.05 1
SL 1 1800 80 0.04 0.04 1
SR 0 0 87 0.00 0.00 0
ST 1 2000 31 0.06 0.06 0
EL 1 1800 171 0.10 0.10 1
ER 0 0 45 0.00 0.00 0
ET 2 4000 556 0.15 0.15 0
WL 1 1800 29 0.02 0.02 0
WR 0 0 60 0.00 0.00 0
WT 2 4000 463 0.13 0.13 1
N/S component 0.09
E/W component 0.23
Rt.Tn. comp. 0.00
Clearance Interval 0.10
ICU 0.42
LOS A
Critical movement identified by a 1.
Ten lanes for a right turn indicates free movement.
NA - Not Applicable
H-4
APPENDIX I
>Buildout + Phase V- Master Plan Project (ICU)
INTERSECTION CAPACITY UTILIZATION
WORKSHEET
CITY OF CARLSBAD-SATURATION FLOW RATES
(2,000 VEH/HR/LANE THRU;1,800 TURN, 1,620 DUAL TURN LANES)
INTERSECTION: Poinsettia/Aviara
DATE: 03/08/01
TIME: AM PEAK HOUR
( POINSETTIA-AVIARA-2020-t-PHASEV
BUILDOUT + PHASE V PROJECT'
No. AM Peak 0.00 Crit.
Movement Lanes Cap. Vol. V/C Min. Mvmt.
NL 2 3240 301 0.09 0.09 0
NR 0 0 62 0.00 0.00 0
NT 2 4000 424 0.12 0.12 1
SL 1 1800 76 0.04 0.04 1
SR 0 0 67 0.00 0.00 0
ST 2 4000 141 0.05 0.05 0
EL 2 3240 276 0.09 0.09 1
ER 0 0 97 0.00 0.00 0
ET 2 4000 695 0.20 0.20 0
WL 1 1800 20 0.01 0.01 0
WR 0 0 145 0.00 0.00 0
WT 2 4000 468 0.15 0.15 1
N/S component 0.16
E/W component 0.24
Rt.Tn. comp. 0.00
Clearance Interval 0.10
ICU 0.50
LOS A
Critical movement identified by a 1.
Ten lanes for a right turn indicates free movement.
NA - Not Applicable
1-1
INTERSECTION CAPACITY UTILIZATION
WORKSHEET
CITY OF CARLSBAD-SATURATION FLOW RATES
(2,000 VEH/HR/LANE THRU;1,800 TURN, 1,620 DUAL TURN LANES
INTERSECTION: Poinsettia/Aviara
DATE: 03/08/01
TIME: PM PEAK HOUR
( POINSETTIA-AVIARA-2020-l-PHASEV
BUILDOUT -I- PHASE V PROJECT'
No. PM Peak 0.00 Crit.
Movement Lanes Cap. Vol. V/C Min. Mvmt.
—
NL 2 3240 204 0.06 0.06 1
NR 0 0 32 0.00 0.00 0
NT 2 4000 249 0.07 0.07 0
SL 1 1800 182 0.10 0.10 0
SR 0 0 302 0.00 0.00 0
ST 2 4000 548 0.21 0.21 1
EL 2 3240 60 0.02 0.02 0
ER 0 0 332 0.00 0.00 0
ET 2 4000 599 0.23 0.23 1
WL 1 1800 50 0.03 0.03 1
WR 0 0 56 0.00 0.00 0
WT 2 4000 506 0.14 0.14 0
N/S component 0.27
E/W component 0.26
Rt.Tn. comp. 0.00
Clearance Interval 0.10
ICU 0.63
LOS B
Critical movement identified by a 1.
Ten lanes for a right turn indicates free movement.
NA - Not Applicable
1-2
INTERSECTION CAPACITY UTILIZATION
WORKSHEET
CITY OF CARLSBAD-SATURATION FLOW RATES
(2,000 VEH/HR/LANE THRU;1,800 TURN, 1,620 DUAL TURN LANES)
INTERSECTION: Poinsettia/Black Rail
DATE: 03/08/01
TIME: AM PEAK HOUR
( POINSETTIA-Blackrail-2020-l-PHASEV
BUILDOUT + PHASE V PROJECT'
No. AM Peak 0.00 Crit.
Movement Lanes Cap. Vol. V/C Min. Mvmt.
NL 1 1800 92 0.05 0.05 1
NR 0 0 50 0.00 0.00 0
NT 1 2000 30 0.04 0.04 0
SL 1 1800 60 0.03 0.03 0
SR 0 0 142 0.00 0.00 0
ST 1 2000 32 0.09 0.09 1
EL 1 1800 62 0.03 0.03 0
ER 0 0 44 0.00 0.00 0
ET 2 4000 727 0.19 0.19 1
WL 1 1800 80 0.04 0.04 0
WR 0 0 80 0.00 0.00 0
WT 2 4000 399 0.12 0.12 1
N/S component 0.14
E/W component 0.23
Rt.Tn. comp. 0.00
Clearance Interval 0.10
ICU 0.47
LOS A
Critical movement identified by a 1.
Ten lanes for a right turn indicates free movement.
NA - Not Applicable
1-3
INTERSECTION CAPACITY UTILIZATION
WORKSHEET
CITY OF CARLSBAD-SATURATION FLOW RATES
(2,000 VEH/HR/LANE THRU;1,800 TURN, 1,620 DUAL TURN LANES
INTERSECTION: Poinsettia/Black Rail
DATE: 03/08/01
TIME: PM PEAK HOUR
( POINSETTIA-Blackrail-2020+PHASEV
BUILDOUT -I- PHASE V PROJECT'
No. PM Peak 0.00 Crit.
Movement Lanes Cap. Vol. V/C Min. Mvmt.
NL 1 1800 62 0.03 0.03 0
NR 0 0 80 0.00 0.00 0
NT 1 2000 31 0.06 0.06 1
SL 1 1800 80 0.04 0.04 1
SR 0 0 87 0.00 0.00 0
ST 1 2000 35 0.06 0.06 0
EL 1 1800 171 0.10 0.10 1
ER 0 0 53 0.00 0.00 0
ET 2 4000 589 0.16 0.16 0
WL 1 1800 50 0.03 0.03 0
WR 0 0 60 0.00 0.00 0
WT 2 4000 463 0.13 0.13 1
N/S component o.10
E/W component 0.23
Rt.Tn. comp. 0.00
Clearance Interval 0.10
ICU 0.43
LOS A
Critical movement identified by a 1.
Ten lanes for a right turn indicates free movement.
NA - Not Applicable
1-4
APPENDIX J
>Project Access Analysis (HCS)
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection:
Analyst:
Project No.:
Date:
East/West Street:
North/South Street:
Black Rail Rd/Project Entrance
V Root-Ex-t-Others-i-Phase I
001001-Redeemer by the Sea
03/07/01-AM Peak
Project Entrance
Black Rail Road
Intersection Orientation: NS Study period (hrs): 1.00
Major Street:
^Vehicle Volumes and Adjustments^
Approach Northbound Southbound
Movement 1
L
2
T
3
R
4
L
5
T
6
R
Volume 52
Hourly Flow Rate, HFR 54
Percent Heavy Vehicles
Median Type Undivided
RT Channelized?
Lanes 1
Configuration
Upstream Signal? No
10
10
0
TR
16
16
2
56
58
0 1
LT
No
Minor Street: Approach
Movement 7
L
Westbound
8
T
9
R
10
L
Eastbound
11
T
12
R
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized?
Lanes
Configuration
10
10
2
2
No
LR
18
18
2
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB
1
SB
4
LT
Westbound
8
LR
10
Eastbound
11 12
V (vph)
C(m) (vph)
v/c
95% queue length
Control Delay
LOS
Approach Delay
Approach LOS
16
1538
0.01
0.00
7.4
A
28
938
0.03
0.00
9.0
A
9.0
A
J-1
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY_
Black Rail Rd/Project Entrance
V Root-Ex-t-Others-t-Phase I
OOlOOl-Redeemer by the Sea
03/07/01-PM Peak
Project Entrance
Black Rail Road
Intersect ion:
Analyst:
Project No.:
Date:
East/West Street:
North/South Street:
Intersection Orientation: NS Study period (hrs): 1.00
Major Street:
^Vehicle Volumes and Adjustments
Approach Northbound Southbound
Movement 1
L
2
T
3
R
4
L
5
T
6
R
Volume 48
Hourly Flow Rate, HFR 50
Percent Heavy Vehicles
Median Type Undivided
RT Channelized?
Lanes 1
Configuration
Upstream Signal? No
12
12
0
TR
20
21
2
61
64
0 1
LT
No
Minor Streets Approach
Movement 7
L
Westbound
8
T
9
R
Eastbound
10 11 12
LTR
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized?
Lanes
Configuration
10
10
2
2
No
LR
17
17
2
Approach
Movement
Lane Config
_Delay, Queue Length, and Level of Service
NB
1
SB
4
LT
Westbound
8
LR
10
Eastbound
11 12
V (vph)
C(m) (vph)
v/c
95% queue length
Control Delay
LOS
Approach Delay
Approach LOS
21
1541
0.01
0.00
7.4
A
27
931
0.03
0.00
9.0
A
9.0
A
J-2
HCS I
Intersection:
Analyst:
Project No.:
Date:
East/West Street:
North/South Street:
Intersection Orientation: NS
Unsignalized Intersections Release 3.2
_TWO-WAY STOP CONTROL SUMMARY
Black Rail Rd/Project Entrance
V Root-Buildout -i- Master Plan
OOlOOl-Redeemer by the Sea
03/08/01-AM Peak
Project Entrance
Black Rail Road
Study period (hrs): 1.00
Major Street:
^Vehicle Volumes and Adjustments
Approach Northbound Southbound
Movement 1
L
2
T
3
R
4
L
5
T
6
R
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type Undivided
RT Channelized?
Lanes
Configuration
Upstream Signal?
115
121
No
21
22
0
TR
42
44
2
114
120
0 1
LT
No
Minor Street: Approach
Movement
Westbound
7 8 9
LTR
10
L
Eastbound
11
T
12
R
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized?
Lanes
Conf igurat ion
17
17
2
No
LR
53
55
2
Delay, Queue Length, and Level of Service
Approach NB SB Westbound
Movement 1 4 1 7 8
Lane Config LT 1 LR
V (vph) 44 72
C(m) (vph) 1440 832
v/c 0.03 0.09
95% queue length 0.00 0.22
Control Delay 7.6 9.7
LOS A A
Approach Delay 9.7
Approach LOS A
10
Eastbound
11 12
J-3
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY_
Black Rail Rd/Project Entrance
V Root-Buildout + Master Plan
OOlOOl-Redeemer by the Sea
03/08/01-PM Peak
Project Entrance
Black Rail Road
Intersection:
Analyst:
Project No.:
Date:
East/West Street:
North/South Street:
Intersection Orientation: NS Study period (hrs): 1.00
Major Street:
^Vehicle Volumes and Adjustments
Approach Northbound Southbound
Movement 1
L
2
T
3
R
4
L
5
T
6
R
Volume 132 17
Hourly Flow Rate, HFR 138 17
Percent Heavy Vehicles
Median Type Undivided
RT Channelized?
Lanes 1 0
Configuration TR
Upstream Signal? No
33
34
2
105
110
0 1
LT
No
Minor Street: Approach
Movement
Westbound
7 8 9
LTR
10
L
Eastbound
11
T
12
R
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach
RT Channelized?
Lanes
Configuration
Exists?
Storage
15
15
2
No
LR
45
47
2
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB
1
SB
4
LT
Westbound
8
LR
10
Eastbound
11 12
V (vph)
C(m) (vph)
v/c
95% queue length
Control Delay
LOS
Approach Delay
Approach LOS
34
1425
0.02
0.00
7.6
A
62
827
0.07
0.15
9.7
A
9.7
A
J-4
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection:
Analyst:
Project No.:
Date:
East/West Street!
North/South Street!
Intersection Orientation: EW
Poinsettia Ln/St •'A"-Proj. Ent
V Root-Buildout-i-Master Plan
OOlOOl-Redeemer by the Sea
03/08/01-AM Peak
Poinsettia Lane
Project Entrance
Study period (hrs): 1.00
Major Street:
^Vehicle Volumes and Adjustments
Approach Eastbound Westbound
Movement 1
L
2
T
3
R
4
L
5
T
6
R
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type
RT Channelized?
Lanes
Conf igurat ion
Upstream Signal?
795
836
45
47
Raised curb
2
T
No
0
TR
559
588
2
T
No
Minor Street: Approach
Movement
Northbound
7 8 9
LTR
Southbound
10 11 12
LTR
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized?
Lanes
Configuration
22
23
2
No
Delay, Queue Length, and Level of Service
Approach
Movement
Lane Config
EB
1
WB
4
Northbound
8 9
R
10
Southbound
11 12
V (vph)
C(m) (vph)
v/c
95% queue length
Control Delay
LOS
Approach Delay
Approach LOS
11.7
B
23
563
0.04
0.00
11.7
B
J-5
HCS: Unsignalized Intersections Release 3.2
^ TWO-WAY STOP CONTROL SUMMARY
Intersection:
Analyst:
Project No.:
Date:
East/West Street:
North/South Street!
Intersection Orientation: EW
Poinsettia Ln/St "A"-Proj. Ent
V Root-Buildout-KMaster Plan
OOlOOl-Redeemer by the Sea
03/08/01-PM Peak
Poinsettia Lane
Project Entrance
Study period (hrs): 1.00
Major Street!
^Vehicle Volumes and Adjustments
Approach Eastbound Westbound
Movement 1
L
2
T
3
R
4
L
5
T
6
R
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type
RT Channelized?
Lanes
Conf igurat ion
Upstream Signal?
716
753
Raised curb
2
T
No
40
42
0
TR
573
603
2
T
No
Minor Street: Approach
Movement
Northbound
7 8 9
LTR
Southbound
10 11 12
LTR
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach
RT Channelized?
Lanes
Configuration
Exists?
Storage
19
20
2
No
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
EB WB Northbound Southbound
1 4 7 8 9 10 11 12
R
V (vph)
C(m) (vph)
v/c
95% queue length
Control Delay
LOS
Approach Delay
Approach LOS
11.2
B
20
601
0.03
0.00
11.2
B
J-6