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Home My WebLink AboutCT 00-22; REDEEMER BY THE SEA LUTHERAN; TRAFFIC STUDY; 2001-09-06TRAFFIC STUDY For Redeemer by the Sea Lutheran Church in the City of Carlsbad Submitted To: Redeemer by the Sea Lutheran Church Submitted By: Darnell & Associates, Inc. September 6,2001 CTOO-22_ Darnell & ASSOCIATES. INC. TRANSPORTATION PLANNING & TRAFFIC ENGINEERING September 6,2001 Mr. Ken Voertman c/o Redeemer by the Sea Lutheran Church 6355 Corte Del Abeto #100 Carlsbad, CA 92008 D&ARef.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, Darnell & Associates, Inc. (D&A) has revised the March 12, 2001 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 ofthe 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 Planner Bill E. Darnell, P.E. Firm Principal BED/vsr/ss^m 001001 CarlsbadRedeemerRPTS.wpd/OI -09 ate Signed:_ 1446 FRONT STREET • SUITE 300 • SAN DIEGO, CA 92101 PHONE: 619-233-9373 • FAX: 619-233-4034 E-mail: BD492(5)aol.com TRAFFIC STUDY FOR REDEEMER BY THE SEA LUTHERAN CHURCH INTHE CITY OF CARLSBAD Submitted To: REDEEMER BY THE SEA L UTHERAN CHURCH 6355 CORTE DEL ABETO #100 CARLSBAD, CA 92008 Submitted By: Darnell & Associates, Inc. 1446 Front Street, Third Floor San Diego, CA 92101 619-233-9373 Sepyember 6, 2001 001001/00100ICarlsbadRedeemerRPT3.wpd/01-09 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 IQ SECTION III - PROJECT RELATED CONDITIONS 11 TRIP GENERATION RATES H 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 8 Figure 5 - Near Term Trip Distribution 16 Figure 6 - Long Term Trip Distribution 17 Figure 7 - Phase I Project Related Traffic Volumes 18 Figure 8 - Master Plan Project Related Traffic Volumes 19 Figure 9 - Existing Plus Phase I Project Traffic Volumes 21 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 30 Figure 13 - Buildout Plus Master Plan Project Traffic Volumes 31 Figure 14 - Buildout Geometries 32 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 13 Table 5 (Continued) - Weekday Trip Generation Summary 14 Table 6 - Sunday Trip Generation Summary 15 Table 7 - Existing + Phase I Project Roadway Segment Level of Service Summary 22 Table 8 - Existing + Phase I Project Intersection Level of Service Summary 23 Table 9 - Existing + Other Approved/Pending Projects + Phase I Project Roadway Segment Level of Service Summary 27 Table 10 - Existing + Other Projects + Phase I Project Intersection Level of Service Summary 28 Table 11 - Buildout With and Without Phase V-Master Plan of the Proposed Project Roadway Segment Level of Service Summary 33 Table 12 - Buildout With and Without Phase V-Master Plan of the Proposed Project Intersection Level of Service Summary 34 Table 13 - Project Access Level of Service Summary 36 APPENDICES APPENDIX A ^Peak Hour Counts >Daily Traffic Counts VBuildout Forecast Volumes >City of Carlsbad Circulation Plan VCity of Carlsbad Arterial Segment Capacities >SANTEC/ITE Measure of Significant Project Traffic Impacts APPENDIXB VRedeemer by the Sea Lutheran Church Phasing Plan APPENDIX C >List of Other Approved/Pending Projects >Other Approved/Pending Projects Trip Generation >Other Approved/Pending Projects Trip Distribution APPENDIXD >Existing Conditions (ICU & HCS)43 APPENDIX E VExisting + Phase I Project Conditions (ICU & HCS) APPENDIX F >-Existing + Other Approved/Pending Projects Conditions (ICU & HCS) APPENDIX G >Existing + Other Approved/Pending Projects + Phase I 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 ofthe 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 ofthe proposed phasing can be found in Appendix B.) Each of the proposed phases is briefly described below: Phase I: Construct the 13,450 square foot Sanctuary Building. During this phase the worship center will seat 200 people. A 4,122 Square Foot 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 10,293 square foot Preschool Building for 118 students. During this phase the pre-school will be moved out of the Sanctuary, however, the size of the worship center will not change. Phase II is anticipated to be completed by 2005-2006. Phase III: Construct the 7,620 square foot 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. Note that the square footage ofthe Sanctuary Building will remain unchanged, 13,450 square feet. A 3,106 square foot Elder Care 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 a 22,838 square foot Family Life Center with youth meeting rooms, a theater, a gymnasium, and a kitchen. The Family Life Center is estimated to be completed by 2013-2015. Phase V-Master Plan: Construct an 18,159 square foot Christian Education Center for 240 students. The Master Plan is estimated to be completed by 2018-2020. Phase I: Construct the Sanctuary Building. During this phase the worship center will be approximately 6,25 8 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. 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 Christian Education Center may be constructed prior to the Family Life Center. REPORT ORGANIZATION Section I 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 ofthe 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 VICINITY MAP SOCI JJol fw j.'ft 3t& iXi. -ia SSI. acCK uol otci xr. urr. w !?K sot* f«r HS i flCW iC^. ^ttt i») CO Darnell & ASSOCUTES, mc. FIGURE 2 SITE PLAN 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 of the 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 22 peak hour trips through the intersection during Phase I and a maximum of 34 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 4.1 (which is based on the most recent Highway Capacity Manual procedures) was utilized to analyze the moming and afternoon 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. 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 Greaterthan 1.00 Greaterthan 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 4.1 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) and the Institute of Transportation Engineers (ITE) Guidelines for Traffic Impact Studies (TIS) in the San Diego Region, February 29, 2000 Draft was utilized to determine the significance of traffic impacts in regards to requiring mitigation. The SANTECATE 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 of the SANTEC ATE TIS Guidelines can be found in Appendix A.) SECTION n EXISTING CONDITIONS This section ofthe traffic study is intended to assess the existing conditions of the 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. Darnell & Associates, Inc. conducted a field review and collected twenty-four hour machine counts and moming and aftemoon tum counts for the area surrounding the proj ect 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 of the 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 of a 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 constmcted 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. Black 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 LOS E. I i LEGEND TRAVEL LANE (X) - NUMBER OF LANES XL - STOP SIGN B - TRAFFIC SIGNAL Darnell & ASSOCIATES, mc. FIGURE 3 EXISTING CONDITIONS OC CO o o I o> o I < < o o o o NyS 00-60-11 vv 100100 a: =5 < I— CO < 2 < Z5 O o a: < o UJ I I I UJ ZD O (/) LxJ O > o Li- < I — O (/) X LxJ I o o cn Ol < Existing Intersections Damell & Associates, Inc. collected moming and afternoon peak hour tum 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 intersection, 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 of this report, the daily traffic volumes of the roadway segments in the vicinity of the 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 Summary 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 Pomsettia 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 4.1, was used to analyzed the stop-controlled intersection of Poinsettia Lane and Black Rail Road. The resuhs 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 afternoon peak hour. A copy of the 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 PMPeak 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 4.1 10 SECTION in 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 Care 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 Care Center and the Family Life Center. In these cases, since both of the uses are associated with the Sanctuary, the ttip generation was estimated to be equivalent to that ofa Sunday worship service. 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 confribute 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 fraffic during the moming peak hour. In this analysis, it was estimated that approximately five percent (5%) of the total daily trips generated by the Family Life Center would be generated during the aftemoon peak hour. Weekday Trip Generation Table 5 summarizes the weekday frip generation calculations for each phase ofthe proposed project. As can be seen from Table 5, Phase I of the proposed project is estimated to generate 321 average daily frips (ADTs), 45 moming peak hour trips, and 49 aftemoon peak hour frips. Phase V-the Master Plan of the proposed project is estimated to generate 1,426 ADTs, 189 moming peak hour trips, and 180 aftemoon peak hour frips. For this analysis, the frip generation for Phase I of the project was used to determine the immediate near term impacts ofthe proposed project. The Master Plan trip generation of 1,974 ADT was utilized to determine the long term impacts of the proposed project. 11 Table 4 Trip Generation Rate Summary Land Use Sanctuary Bldg. Preschool Bldg. Administration Bldg. -Elder Care Center^ -Administration^ Family Life Center^ Christian Education Center'' Weekday Trip Generation Rate Sunday Trip Generation Rate Daily Trip Generation Rate' AM Peak h %of lour Trip ( Daily (In: jeneration Out) PM Peak Hour Trip Generation % of Daily (InrOut) Daily Trip Generation Rate' Peak Hour Trip Generation % of Daily (In:Out) Daily Trip Generation Rate' Total In Out Total In Out Daily Trip Generation Rate' Total In Out 9 Trips/ksf 5% 6 4 8% 5 5 36 Trips/ksf 32% 5 5 5 Trips/Student 17% 5 5 18% 5 5 0 Trips/Student 36 Trips/ksf 9 Trips/ksf 0% 5% 6 4 0% 8% 5 5 0 Trips/ksf* 0 Trips/ksf --- 36 Trips/ksf 0% --5% 10 0 0 Trips/ksf 1.2 Trips/Student 28% 6 4 7% 3 7 0 Trips/Student --- 'Since both the FlHpr PpntPr !>nH P„„;K, I .-fi.t ^^"'"7"'^'neoa/ji/ie^oKegjo«puDiisned by tiANUAUmJuy 1998 iZl thiJn! t t X- ^ ? f ^'""'^^^^ with the Sanctuaiy, the trip generation was estimated to be equivalent to that ofa Sunday worship service 4he rhr^H« FH T" r T ^^..T""''*"" "'"^ *^ ^"P 8^"^^^^'°" ^^^^^tcd to be equivalent to that of the Sanctuao' on 1 weekdi it FM r Center will function as an Elementary School, therefore, the trip generation rate for an Elementary School was u^zeS JSS^oTen'r.^^^^^^^^^ ksf = 1,000 Square Feet Table 5 Weekday Trip Generation Summary Land Use Total No. of AM Peak Hour Trips PM Peak Hour Trips Land Use Units Daily Trips Total In Out Total In Out Phase I - Completed by 2002 Sanctuary Building (13.450 ksf) • Worship' 8.973 ksf 81 4 2 2 6 3 3 Preschool (4.122 ksf) 48 Students 240 41 21 20 43 22 21 Totai Trip Generation Phase I: 321 45 23 22 49 25 24 Phase II - Completed by 2005-2006 Sanctuary Building 13.450 ksf 121 6 4 2 10 5 5 Preschool Building (10.293 ksf) 118 Students 590 100 50 50 106 53 53 Total Trip Generation Phase II: 711 106 54 52 116 58 58 Phase III - Completed by 2008-2010 Sanctuary Building 13.450 ksf 121 6 4 2 10 5 5 Preschool Building (10.293 ksf) 118 Students 590 100 50 50 106 53 53 Administration Building (7.620 ksf) • Elder Care Center 3.106 ksf 112 0 0 0 0 0 0 • Administration 4.514 ksf 41 2 1 1 3 2 1 Total Trip Generation Phase III: 864 108 55 53 119 60 59 Phase IV - Completed by 2013-2015 Sanctuary Building 13.450 ksf 121 6 4 2 10 5 5 Preschool Building (10.293 ksf) 118 Students 590 100 50 50 106 53 53 Administration Building (7.620 ksf) • Elder Care Center 3.106 ksf 112 0 0 0 0 0 0 •• Administration 4.514 ksf 41 2 1 1 3 2 1 Family Life Center 22.838 ksf 822 0 0 0 41 41 0 Total Trip Generation Phase IV: 1,686 108 55 53 160 101 59 ' Includes the worship area, the offices, the nursery, the storage area, the restrooms, and the circulation areas ksf= 1,000 Square Feet 13 Table 5 (Continued) Weekday Trip Generation Summary Land Use Total No. of Daily Trips AM Peak Hour Trips PM Peak Hour Trips Land Use Units Daily Trips Total In Out Total In Out Phase V - Master Plan Completed by 2018-2020 Sanctuary Building 13.450 ksf 121 6 4 2 10 5 5 Preschool Building (10.293 ksf) 118 Students 590 100 50 50 106 53 53 Administration Building (7.620 ksf) Elder Care Center 3.106 ksf 112 0 0 0 0 0 0 • Administration 4.514 ksf 41 2 1 1 3 2 1 Family Life Center 22.838 ksf 822 0 0 0 41 41 0 Christian Education Center (18.159 ksf) 240 Students 288 81 49 32 20 6 14 Total Trip Generation Phase V-Master Plan: 1,974 189 104 85 180 107 73 ksf= 1,000 Square Feet Sunday Trip Generation Table 6 summarizes the frip 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 Care Center or Family Life Center be utilized at the same time as Sunday Service. Table 6 shows that on a Sunday, Phase I of the proposed project will generate 323 ADTs and Phase V-the Master Plan of the proposed project is estimated to generate 484 ADTs. These Sunday frip generation rates for Phase I and the Master Plan of the proposed project are significantly less than the weekday frip generation. Therefore, the Sunday frip 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 disfribution 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 of the 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 Sfreet "A", the project's access, therefore, resfricting 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 fraffic are discussed in the following section. Section IV. 14 Table 6 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 Building (13.450 ksf) •• Worship' 8.973 ksf 323 103 52 51 • Preschool (4.122 ksf) 48 Students 0 0 0 0 Total Trip Generation Phase I: 323 103 52 51 Phases II to V - Completed by 2005-2006 Sanctuary Building 13.450 ksf 484 155 78 77 Total Trip Generation Phase II - V: 484 155 78 77 ' Includes the worship area, the offices, the nursery, the storage area, the restrooms, and the circulation areas ksf= 1,000 Square Feet 15 <3\ LEGEND XX% - DISTRIBUTION PERCENTAGE * - PROJECT SITE r 55% 45% PROJECT ENTRANCE r 6? in •<i- / z tt: c/1 o o I o> o I < < o o o o Darnell & ASSOCIATES, mc. FIGURE 5 NEAR TERM TRIP DISTRIBUTION I I in 40%- 10%- o in o m c LEGEND XX% - DISTRIBUTION PERCENTAGE * - PROJECT SITE Darnell & ASSOCIATES, INC. FIGURE 6 LONG TERM TRIP DISTRIBUTION I i LEGEND XX/YY- AM/PM TURN VOLUMES Z.ZZZ - DAILY TRAFFIC * - PROJECT SITE ^12/13\ ^10/11 PROJECT ENTRANCE r / Darnell & ASSOCIATES, INC. 001001AA 09-04-01 SRN/RMG/JLM FIGURE 7 PHASE I PROJECTED RELATED TRAFFIC VOLUMES I LEGEND XX/YY- Z.ZZZ - * - AM/PM TURN VOLUMES DAILY TRAFFIC PROJECT SITE Darnell & ASSOCIATES, INC. 001001 AA 09-04-01 SRN/RMG/JLM FIGURE 8 MASTER PLAN PROJECT RELATED TRAFFIC VOLUMES 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 tum volumes for existing plus Phase I project conditions are illustrated in Figure 9 Table 7 summarizes the existing plus Phase I project roadway segment analysis. As can be seen from Table 7, all roadway segments analyzed continue to operate at LOS A with the addition of Phase I ofthe 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 8. As can be seen from Table 8, both intersections continue to operate at LOS A during both peak hours with the addition of traffic generated by Phase I ofthe 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 ofthe property along Poinsettia Lane from Black Rail Road to Ambrosia Lane should be included in the traffic analysis (A copy ofthe correspondence with the City staff regarding which projects to include in the analysis can be found in Appendix C ) These projects include the following: ' • 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. 2- 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. 3• Daybreak Community Church (CUP 00-Q6V 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 I I LEGEND XX/YY- AM/PM TURN VOLUMES Z.ZZZ - DAILY TRAFFIC * - PROJECT SITE Darnell & ASSOCIATES, INC. 001001 AA 09-04-01 SRN/RMG/JLM FIGURE 9 EXISTING PLUS PHASE I PROJECT TRAFFIC VOLUMES Table 7 Existing + Phase I Project Roadway Segment Level of Service Summary Roadway Segment Classification Capacity' Existuig Conditions Existing + Phase I 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 - West of Aviara Parkway - Btwn Aviara Pkwy & Black Rail Rd 4-Ln Major 2-Ln Collector 44,450 22,230 13,800 1,600 0.310 0.072 A A 13,897 1,761 0.313 0.079 A A 0.003 0.007 N/A N/A Aviara Parkway - North of 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 2,700 14,000 13,600 0.081 0.420 0.408 A A A 2,764 14,016 13,728 0.083 0.420 0.412 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 1,470 908 908 0.132 0.082 0.082 A A A 1,486 1,085 1,052 0.134 0.098 0.095 A A A 0.002 0.016 0.013 N/A N/A N/A to ' 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. tVJ CJ Table 8 Existing -i- Phase I Project Intersection Level of Service Summary Signalized Intersection* Intersection Existing Conditions Existing + 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 0.35 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 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 7.3 9.1 8.5 A A A 7.3 9.0 8.5 A A A 7.3 9.3 8.6 A A A 0.0 0.2 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 Software, version 4.1 Sig. ? = Significance is based on the SANTEC/ITE Traffic Impact Guidelines. N/A = Not Applicable because significance is not appHed to intersections that operate at LOS C or better. 4. Redeemer bv the Sea Subdivision: A 12-lot subdivision located at the southeast comer of the 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. 5. 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. 6. 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 of the 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 time, it is 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 Generation!Distribution The trip generation and disfribution 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 condhions are illusfrated in Figure 11. Table 9 summarizes the near term cumulative roadway segment analysis. As can be seen from Table 9, all roadway segments analyzed continue to operate at LOS A under near term cumulative conditions. Intersections The intersections were reanalyzed imder 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 10. As can be seen from Table 10, both intersections continue to operate at LOS B or better during both peak hours under near term cumulative conditions. 24 tvj cn I I LEGEND XX/YY- AM/PM TURN VOLUMES Z.ZZZ - DAILY TRAFFIC Darnell & ASSOCIATES, INC. FIGURE 10 EXISTING PLUS OTHER APPROVED/PENDING PROJECTS TRAFFIC VOLUMES CC CO o < < NJ I 5 LEGEND XX/YY- AM/PM TURN VOLUMES Z.ZZZ - DAILY TRAFFIC * - PROJECT SITE Darnell & ASSOCIATES, INC. 001001AA 09-04-01 SRN/RMG/JLM FIGURE 11 EXISTING PLUS OTHER APPROVED/PENDING PROJECTS + PHASE I PROJECT TRAFFIC VOLUMES Table 9 Existing + Other Approved/Pending Projects + Phase I Project Roadway Segment Level of Service Summary Roadway Segment Classification Capacity' Existing + Others Projects Existing + Other Projects + Phase I 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 - 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 15,191 3,800 0.342 0.171 A A 0.002 0.007 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 3,470 14,219 14,299 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 3,498 1,594 1,465 0.315 0.143 0.132 A A A 0.002 0.016 0.013 N/A N/A N/A NJ 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 CO Table 10 Existing + Other Projects + Phase I Project Intersection Level of Service Summary Signalized Intersection' Intersection Existing Other Projects Existing Other Projects + Phase I Project Intersection AM Peak PMPeak 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 B 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 pop 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 Software, version 4.1 Sig. ? = Significance is based on the SANTECATE 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 conditions 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 Pomsettia 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 (3,498 ADT north of Poinsettia Lane and 1,594 south of Poinsettia Lane). Therefore in order to ensure that the buildout volumes encompass existing fraffic plus fraffic generated by fiiture 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 fraffic. Therefore, to get buildout without project fraffic 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 illusfrates the roadway geometries assumed for buildout conditions, and Table 11 summarizes the buildout roadway segment analysis. As can be seen from Table 11, 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 tiie Draft Program Environmental Impact Report for the Villages of La Costa prepared by T «& B Planning Consultants, Inc. on Januaiy 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 12 summarizes tiie buildout intersection analysis. As can be seen from Table 12, 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 LEGEND XX/YY- AM/PM TURN VOLUMES Z.ZZZ - DAILY TRAFFIC Darnell & ASSOCIATES, INC. 001001AA 09-04-01 SRN/RMG/JLM FIGURE 12 BUILDOUT WITH OUT PROJECT TRAFFIC VOLUMES I LEGEND XX/YY- AM/PM TURN VOLUMES Z.ZZZ - DAILY TRAFFIC * - PROJECT SITE ^53/44\ p,7/,5 PROJECT I .ENTRANCE, tf / Cvl - ESTIMATED BASED ON DAILY VOLUME Darnell & ASSOCIATES, INC. 001001 AA 09-04-01 SRN/RMG/JLM FIGURE 13 BUILDOUT + MASTER PLAN PROJECT TRAFFIC VOLUMES I i CO U) / / LEGEND TRAVEL LANE (X) - NUMBER OF LANES ii. - STOP SIGN - TRAFFIC SIGNAL o Ct z oc o I O) o I Darnell & ASSOCIATES, INC. FIGURE 14 BUILDOUT GEOMETRICS < < o o o o Table 11 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. Roadway Segment Classification Capacity' A.D.T. v/c Ratio LOS A.D.T. v/c Ratio LOS Inc in v/c Ratio Impact^ Poinsettia Lane - Btwn Aviara Pkwy & Black Rail Rd. 4-Ln Major 44,450 17,613 0.396 A 18,600 0.418 A 0.022 N/A - Btwn Black Rail Rd. & Project Ent. 4-Ln Major 44,450 18,858 0.424 A 19,500 0.439 A 0.015 N/A - Btwn Project Ent. & Ambrosia Rd. 4-Ln Major 44,450 19,007 0.428 A 19,500 0.439 A 0.011 N/A - East of Ambrosia Road 4-Ln Major 44,450 7,405 0.167 A 7,800 0.175 A 0.008 N/A Black Rail Road - North of Poinsettia Lane 2-Ln Local 11,120 3,901 0.351 A 4,000 0.360 A 0.009 N/A - Btwn Poinsettia Ln & Project Ent. 2-Ln Local 11,120 2,062 0.185 A 3,000 0.270 A 0.085 N/A - South of Project Entrance 2-Ln Local 11,120 2,605 0.234 A 3,000 0.270 A 0.036 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/ANot Applicable because significance is not applied to segments that operate at LOS C or better. Table 12 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 0.62 B 0.50 A 0.02 N/A 0.63 B 0.01 N/A Poinsettia Lane @ - Black Rail Road 0.42 A 0.42 A 0.47 A 0.05 N/A 0.43 A 0.01 N/A OJ (Jl ' 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 (3 6') 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 unresfricted driveway. The access off Poinsettia Lane will serve as the primary access to the 12-lot residential subdivision located at the southeast comer of the 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 4.1, assuming that it would be stop-controlled on the westbound (the driveway) approach. The resuhs ofthe analysis are summarized in Table 13. As shown in Table 13, 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 J. Buildout Conditions In order to analyze the project's access points under buildout conditions (Phase V-the Master Plan of the proposed project), peak hour thm 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 4.1, for unsignalized intersections. Table 13 summarizes the results of the analysis. As shown in Table 13, all movements at the project's access point off Black Rail Road will operate at LOS A during the moming and afternoon peak hours under buildout conditions without the addition 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 ofthe 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 Christian Education Center. 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 circulation will adequately accommodate project traffic. 36 Table 13 Project Access Level of Service Summary One-Way Stop-Controlled Intersection' Intersection Critical Movement Near Term Cumulative + Phase 1 Project Buildout + Master Plan Project Intersection Critical Movement AM Peak PM Peak AM Peak PMPe ak 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 9.8 A A Poinsettia Lane^ @ - Street "A", Project Entrance NBR Movement ----11.7 B 11.2 B -J ' The delay per vehicle and the corresponding Level of Service (LOS) is per the Highway Capacity Software, version 4.1 ' 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 nhe^ictss 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. ——-—==================^^ 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 SECTION VII SUMMARY OF FINDINGS AND CONCLUSIONS The applicant proposes to constmct the Redeemer by the Sea Luther Church facility at the southeast comer 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 13,450 square foot Sanctuary with a worship center to seat 200 people and a preschool for 48 students. The Master Plan of the proposed project includes a Worship Center which will seat 406 people, a Preschool for 118 students, an Administration Building with a 3,106 square foot Elder Care Center located in the basement, a Christian Education Center for 240 students, and a 22,838 square foot Family Life Center. Phase V-the Master Plan is planned to be developed by 2018-2020. Phase I of the proposed project is estimated, on a weekday, to generate 321 average daily trips, 45 moming peak hour trips, and 49 aftemoon peak hour frips. Phase V-the Master Plan is estimated, on a weekday, to generate 1,974 average daily trips, 189 moming peak hour trips, and 180 aftemoon peak hour frips. 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 of the project conditions and Buildout plus Phase V-the Master Plan of the 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 VPeak Hour Counts >Daily Traffic Counts VBuildout 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 Pkwy Day/Date: Wed, 10-11-00 City: Carlsbad, CA By: Hartshorn Lanes Aviara Pkwy Poinsettia Lane NORTHBOUND 99 37 R SOUTHBOUND 30 R 15 EASTBOUND 19 R 2 94 WESTBOUND 11 R Total 318 Hour Peak 7:15 AM 7:30 AM 7:45 AM 108 44 40 16 27 111 14 381 112 52 36 14 25 106 13 384 122 54 26 47 103 86 26 28 28 11 59 15 15 14 399 1482 24 16 300 296 1464 1379 8:15 AM 8:30 AM 8:45 AM 84 30 29 11 15 85 10 77 28 23 18 77 261 1256 79 24 20 9 14 80 TOTALS I 767| 2951 10| 39| 2321 88l 193| 59| 715| 15| 96| 86| 2595| 9 256 1113 1482 jAMPEAKl 441| 1871 3| 15| 1321 511 118| 29| 414| 9 53 30 1482 Time 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM Aviara Pkwy NORTHBOUND 86 88 108 90 91 96 89 82 28 35 38 42 32 34 41 44 R SOUTHBOUND 28 26 34 37 39 33 36 30 R 11 21 _24 25 28 19 21 Poinsettia Lane EASTBOUND WESTBOUND 11 16 14 10 _10 8 T 11 13 13 11 16 13 16 14 R 107 114 111 109 136 128 133 135 10 14 10 11 R Total 295 317 359 336 366 361 361 347 Hour Peak 1307 1378 1422 1424 1435 1435 TOTALS I 730| 2941 5| 25| 263l 1561 87| 1Q7| 9731 8| 73| 211 2742| PEAK I 358| 1511 3| 12| 138l 93| 37| 59| 532| 6 34 12 1435 SIGNALIZED peakcalc TRAFFK; VOLUMES i PEAK HOUR CALCULATJONS Intersection: Day/Date. PoinwttlayBlacK Rail Wed. 11-01-00 City: Carisbad, CA By: Hartshorn Lanes 7:00 AM 7:15 AM 7:30 AM 7.45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Black Rail NORTHBOUND I SOUTHBOUND 1 R TOTALS I 461 21| 0 1 _R 0 Poinsettia EASTBOUND R 0 WESTBOUND 28 51 24 34 AM PEAK! 261 111 Ot 171 291 13} Q| ~21 T Total 18 31 27 28 31 23 Jl 23 Hour Peak 104 117 0 204 0 117 109 105 100 ii: Time 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM Black Rail NORTHBOUND SOUTHBOUND [TOTALS I 201 28 Poinsettia EASTBOUND 11 54 PM PEAK WESTBOUND 10| 16l ol ol 2^^! 2^1 311 Oi^g R Total 22 27 22 30 35 30 30 24 Hour Peak 6J^_36l ol 0| 01 220 0 125 101 114 117 125 119 125 STOP SIGN CONTROL ON POINSETTIA peakcalc TRAFFIC VOLUMES & PEAK HOUR CALCULATIONS intersection: Day/Date; Aviara/Black Rail Thur. 11-02-00 City: Carlsbad, CA By: Hartshorn Lanes 7;00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Black Rail NORTHBOUND 15 14 AM PEAK 31 10 10 SOUTHBOUND 14 10 10 Aviara EASTBOUND I WESTBOUND, 1 97 144 160 124 155 107 107 111 R 0 86 100 162 157 133 133 99 101 10 Total 221 284 371 314 329 290 233 237 Hour Peak 1190 32 42 31546 15 13 585 27 1304 1298 1304 1166 1089 "1304] 4:00 PM Time 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM {TOTALS Black Rail Aviara NORTHBOUND R anHTHROUND I EASTBOUND 10 0 39) 21 331 451 2 PMPEAKl 19| 21 19| T/l 1 137 120 155 145 169 169 155 138 6 1188 R 31 638L 10 WESTBOUND 108 121 49 25 112 125 130 119 123 118 Total 279 276 308 295 337 320 309 283 Hour Peak 1158 1216 1260 1261 1249 1261 441 956t 40| 24U/ 92\ 4971 151 12611 SIGNALIZED 2-0^. peakcalc ^-3 H O '• \ y 7 - 0 O O 5 : "z- 3 P n Location:BlackraD n/o Poinsettia Carisbad JM Period NB SB 12:00-12:15 1 2 12:15-12; 30 1 0 12:30-12:45 0 0 12 45-1:00 1 3 0 2 1:00-1:15 1 0 1:15-1:30 1 2 1:30-1;45 1 0 1:45-2:00 1 4 0 2 i i m 2:00-2:15 2-15-2:30 2:30-2:45 2:45-3:00 3:00-3:15 3:15-3:30 3:30-3;45 3.45-4:00^ 4:15-4:30 4:30-4:45 4:45-5:00 5:00-5:15 5:15-5:30 5:30-5:45 5:45-6.0p_ «;00-6:15 6:15-6:30 6:30-6:45 6:4?-7;00 7:00-7:15 7:15-7:30 7.30-7:45 7:45-8:00 8:00-8:15 5:15-8:30 8:30-5:45 8:45-^:00 9:15-9:30 9:30-9:45 9:45-10:00 10:00:10:15 10:15-10:30 10:30-10:45 10:45:11:00.. 11:00-11:15 11:15-11:30 11:30-11:45 11:45-12:00 0 0 0 0 1 0 0 0 1 0 0 0 1 0 1 0 0 0 1 0 1 3 1 6 7 5 5 12 13 13 5 7 4 5 6 7 9 7 8 7 Total Voi 143" Daily Totals 11 29 38 22 31 0 0 1 0 0 1 0 0 0 0 0 0 2 1 0 J_ 1 4 4 5 9 16 14 16 19 27 32 20 43 17 17 20 13 14 18 11 383 14 55 56 13 6 17 17 53 Volumes for Wed 11/1/00 10370002 PM !'erio<^ NB~ 12:00-12:15 7 12:15-12:30 7 12:30-12:45 11 5 12:45-1:00 10 1:00-1:15 1:15-1:30 1:30-1:45 1:45-2:00 2:00-2:15 2:15-2:30 2:30-2:45 2:45-3:00 3:00-3:15 3:15-3:30 3:30-3:45 3:45-4:00 1 4:00-4:15 4:15-4:30 4:30-4:45 4:45-5:00 5:00-5:15 5:15-5:30 5:30-5:45 6 5:45-6:00 6:00-6:15 6:15-6:30 6:30-6:45 15 6:45-7:00 66 7:00-7:15 7:15-7:30 7:30-7:45 7:45-8:00 98 127 8:00-8:15 8:15-8:30 8:30-8:45 8:45-9:00 97 135 9:00-9.15 9:15-9:30 9:30-9:45 9:45-10:00 78 10:00-10:15 10:15-10:30 10:30-10:45 10:45-11:00 12 13 11 9 526 11 13 9 15 12 13 10 15 13 11 10 12 13 15 13 13 13 9 11 19 14 16 15 10 10 13 13 11 SB 35 9 21 14 18 62 9 12 7 6 7 4 6 6 45 13 10 9 15 47 46 11 14 10 13 48 501 644 50 9 20 18 17 46 12 21 12 10 54 10 14 10 12 52 13 11 9 9 42 55 8 14 6 6 34 47 7 3 3 7 20 34 4 3 2 2 23 4 1 3 2 11:00-11:15 6 11:15-11:30 1 n:30-ll:45 2 84 n:45-12:00 3 12 2 1 1 0 443 826 97 92 96 64 114 55 101 46 100 94 89 67 11 45 10 33 4 16 944, 1470, O 1 Location:BlackraD btn. AM Period NB 12:00-12:15 12:15-12:30 12:30-12:45 12:45-1:00 1.00-1:15 1:15-1:30 1:30-1:45 1:45-2:00 2:00-2:15 2:15-2:30 2:30-2:45 2; 45-3; 00 3:00-3:15 3:15-3:30 3:30-3:45 3:45-4:00 I 4:00-4:15 4:15-4:30 4:30-4:45 4:45-5:00 5:00-5:15 5:15-5:30 5:30-5:45 '5:45-6:00 6:00-6:15 6:15-6:30 6:30-6:45 6:45-7:00 '•••:|.t i 7:00-7:15 .7:15-7:30 7:30-7:45 7:45-8:00 8:00-8:15 8:15-8:30 8:30-8:45 8:45-9:00 9:00-9:15 9:15-9:30 9:30-9:45 9:45-10:00 ••|.;: I 1 0 0 0 10:00-10:15 10:15-10:30 10:30-10:45 10:45-11:00 11:00-11:15 11:15-11:30 11:30-11:45 11:45-12:00 _ Total Vol Daily Totals 1 0 0 0 0 0 0 JL 0 0 0 0 1 0 0 4 0 0 0 1 0 0 0 J_ 2 1 1 4 2 3 8 7 5 7 4 4 8 4 5 6 106 Poinsettid-Avlra ""SB 1 0 0 1 0^ 1 0 0 1 0 0 1 0 0 0 20 26 20 23 0 0 0 _0_ 0 0 0 2 4 8 9 _14_ 9 15 17 10 13 11 7 11 10 9 11 7 9 6 7 10 207 Carisba Volumes for Wed. 11/1/00'^ PM Perioct 10370001 35 51 42 37 32 12:00-12:15 12:15-12:30 12:30-12:45 12:45-1:00 1:00-1:15 1:15-1:30 1:30-1:45 1:45-2:00 2:00-2:15 2:15-2:30 2:30-2:45 2:45-3:00 3:00-3:15 3:15-3:30 3:30-3:45 3:45-4:00 4:00-4:15 4:15-4:30 4:30-4:45 4:45-5:00 5:00-5:15 5:15-5:30 5:30-5:45 5:45-6:00 6:00-6:15 6:15-6:30 6:30-6:45 6:45-7:00 43 7:00-7:15 7:15-7:30 7:30-7:45 7:45-8:00 71 8:00-8:15. 8:15-8:30 8:30-8:45 8:45-9:00 68 9:00-9:15 9:15-9:30 9:30-9:45 9:45-10:00 6 5 10 5 57 10:00-10:15 10:15-10:30 10:30-10:45 10:45-11:00 55 n:00-ll:15 11:15-11:30 11:30-11:45 11:45-12:00 313 8 10 8 7 6 8 8 8 9 10 7 lo- ll 11 10 10 9 11 13 4 11 9 5 6 6 6 3 7 6 5 5 3 4 4 3 4 SB 29 7 10 6 8 31 60 3 2 2 0 2 0 0 1 304 410 33 16 4 13 11 44 77 30 5 10 10 12 37 67 36 42 37 31 22 19 15 13 6 12 12 9 11 9 9 43 79 38 80 10 11 7 6 -M,, 6 6 5 5 22 71 53 4 4 3 4 15 37 3 2 3 5 13 32 21 12 1 1 1 0 291 498 595 Wj SAN DIEGO REGION AVERAGE WEEKDAY TRAFFIC VOLUMES 1995-1999 MAY 2000 San Dicgo ASSOCIATION OF GOVERNMENTS 401 B Street, Suite 800 San Diego, CA 92101 (619) 595-5300 This report was financed with federal funds from the U.S. Department of Trar«portation, Urban Mass Transportation Admirustration; state funds from the Califonua Department of Transportation; and local funds from SANDAG member jurisdictions. MEMBER AGENCIES: Cities of Carlsbacl, Chula Vista, Coronado, Del Mar, El Cajon, Encinitas, Escondido, Imperial Beacli, La Mesa, Lemon Grove, National City, Oceanside, Poway, San Dlego, San Marcos, Santee, Solana Beach, Vista, and County of San Diego. ADVISORY/LIAISON MEMBERS: Califomia Department of Transportation, Metropolitan Transit Deveiopment Board, North San Diego county Transit Development Board, U.S. Department of Defense, San Diego Unified Port District, San Diego County Water Authorily, and TiJuanaySaja California/Mexico. 1^1 CITY OF CARLSBAD Average Weekday Traffic Volumes (Hiousands) 3 I 1998-99 Primarv Street First Cross Street Second Cross Street 1995 1996 1997 1998 1999 Chanee ALGARD ELCAMINOREAL AUCANTE ST 19.7 20.0E 21.1 22.0E 24.0 9% ALGARD AUCANTE ST EL FUERTE ST 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 ALGA RD CORTE DELA VISTA 6.5N 7.0E 7.1 7.0 7.0N 0% AMBROSIA LN POINSETTIA LN AVIARA PKWY O.ON 0.0N 0.0N 3.6 4.0E 11% ARMADA DR LEGOLAND DR PALOMAR AIRPORT RD O.ON O.ON 1.6 3.6 3.7 3% AVENIDA ENCnvlAS 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 POmSETHALN 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% AVIARA PJCWY PLUMTREERD POINSETHALN O.ON O.ON l.OE 2.4 2.7E 13% AVIARA PKWY POINSETTIA LN 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 AMBROSIA LN MIMOSA DR 9.7 10.6 14.1 14.9 15.5E 4% AVIARA PKWY MIMOSA DR ELCAMINOREAL 16.4 16.1 18.1 18.9 17.1 -10% BATIQUITOS DR POINSETHA LN KESTREL DR 2.2 2.2N 4.2 5.9 6.3E 7% BATIQUITOS DR KESTREL DR AVIARA PICWY 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 0.0N 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 0.0N 0.0N O.ON O.ON 2.4 0% CALLE BARCELONA PASEO AVELLANO RANCHO SANTA FE RD O.ON O.ON 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% CITY OF CARLSBAD 05 Average Weekday Traffic Volumes (Thousands) Primarv Sh-eet First Cross Street Second Cross Street 1995 1996 1997 1998 1999 1998-99 Change POINSETTIA LN CARLSBAD BLVD AVENIDA ENCINAS 5.3 5.4 4.1 6.1 6.5E 7% POINSETTIA LN AVENIDA ENCINAS INTERSTATE 5 12.1 13.4 15.0 18.1 19.0E 5% POINSETTIA LN INTERSTATE 5 PASEO DEL NORTE 16.3 18.4 22.5 26.7 27.5E 3% POINSETTIA LN PASEO DEL NORTE BATIQUITOS DR 12.6 15.1 18.8 21.5 20.4 -5% POINSETHA LN BATIQUITOS DR AVIARA PKWY 8.1 10.6 14.3 13.8 13.8N 0% POINSETTIA LN AVIARA PKWY BLACK RAIL RD O.ON O.ON O.ON 0.0N 1.6 0% RANCHO SANTA FE RD MELROSE DR QUESTHAVEN RD 23.3 23.6 23.3 25.5 26.2 3% RANCHO SANTA FE RD QUESTHAVEN RD LACOSTAAVE 21.2 21.9 22.7 24.4 25.1 3% RANCHO SANTA FE RD LACOSTAAVE CALLE BARCELONA 16.5 18.8E 20.5E 24.0 25.0E 4% RANCHO SANTA FE RD CALLE BARCELONA OLIVENHAIN RD 18.4 21.0 21.6 26.6 27.5E 3% RANCHO SANTA FE RD OLIVENHAIN RD AVD LA POSTA/CALLE ACERVO 11.5 11.4 11.8 11.5 14.2 23% ROOSEVELT ST LAGUNA DR CARLSBAD VILLAGE DR 6.7 6.5 7.0E 7.0N 7.0N 0% ROOSEVELT ST CARLSBAD VILLAGE DR CHESTNUT AVE 4.2 4.2N 5.1 5.9 5.9N 0% ROOSEVELT ST/MAGNOUA AVE CHESTNUT AVE JEFFERSON ST 4.7 4.7N 4.7E 4.7 4.7N 0% STATE ST CARLSBAD BLVD LAGUNA DR 6.2 6.2N 6.3 6.3N 6.3N 0% STATE ST LAGUNA DR GRAND AVE 5.8 5.7 5.8E 5.6 5.6N 0% STATE ST GRAND AVE CARLSBAD VILLAGE DR 5.6 5.0 5.3E 5.3N 5.3N 0% TAMARACK AVE CARLSBAD BLVD JEFFERSON ST 9.0 10.9 10.5 ll.OE 11.ON 0% TAMARACK AVE JEFFERSON ST INTERSTATE 5 15.1 15.5E 15.5N 16.0 16.0N 0% TAMARACK AVE INTERSTATE 5 PIO PICO DR 17.6 18.0E 18.0N 20.3 20.3N 0% TAMARACK AVE PIO PICO DR ADAMS ST 14.8 14.8N 14.9 15.5E 16.0E 3% TAMARACK AVE ADAMS ST HIGHLAND DR 11.6 11.6N 12.3 12.3N 12.5E 2% TAMARACK AVE HIGHLAND DR VALLEY ST 9.2 9.2N 9.7 9.7N lO.OE 3% TAMARACK AVE VALLEY ST PARKDR 8.9 8.9N 9.4 9.4N 9.7E 3% TAMARACK AVE PARKDR ELCAMINOREAL 6.9 7.0E 7.7 7.3 7.8E 7% Qrozutfi Management ^Can City of Carlsbad California 1999 Traffic Monitoring Program fprepared/or: Cily of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009 (760) 438-1161 ^Prepared61/: VRPA lechnologiei 9683 lierra Grande Street, Suite 205 San Diego, CA 92126 (858) 566-1766 Weeklv Siimmarv 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 ... 8772 Machine Number .... 20348 Channel 1 Recorder Mode Volume 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 Avq-. AVQ. 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 97.2 102 . 8 % Avg Day 97 .2 102.8 AM Peak Hr 09 : 00 09 : 00 AM Count 750 784 PM Peak Hr 16 : 00 16 :00 PM Count 771 769 Weeklv Summary Report Generated by MSC3000 Version 2.01 Copyright 1990-1992 Hitron Systems Corporation Location Poinsettia Ln:Paseo 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 ... 8772 Machine Number .... 20348 Channel 2 Recorder Mode Volume Week of July 25, 1999. Channel: 2 Direction: E End 25 26 27 28 Time Sun Mon Tue Wed 01:00 52 68 02 : 00 31 34 03 : 00 28 24 04 : 00 12 10 05 : 00 20 23 06 : 00 116 107 07 : 00 368 344 08 : 00 453 503 09 : 00 509 558 10 : 00 480 504 11 : 00 469 510 12 : 00 535 575 13 :00 638 610 14 : 00 593 676 15 : 00 648 650 16 : 00 713 716 17 : 00 840 807 18 : 00 973 970 19 : 00 799 874 20 : 00 585 577 21 : 00 448 475 22 : 00 379 389 23 : 00 247 273 24 : 00 123 164 Totals 10059 10441 29 Thu 30 Fri 31 Sat Wkday Aver. 60 33 26 11 22 112 356 478 534 492 490 555 624 635 649 715 824 972 837 581 462 384 260 144 Daily Avq • 60 33 26 11 22 112 356 478 534 492 490 555 624 635 649 715 824 972 837 581 462 384 260 144 10250 10250 % Avg Wkday 98 .1 101.9 % Avg Day 98 .1 101. 9 AM Peak Hr 12 :00 12 :00 AM Count 535 575 PM Peak Hr 18 : 00 18 :00 PM Count 973 970 11/02/2000 13:22 74430' O'Rourke Engineering OROURIsE Et-IGIIIEERIMG PAGE Ul Phone- 76<V74'1-:^99 H-vl.SS. Ranchu Santa FP Hoad F.AX 7(5074.4 30.2 „ EMail: .San Man:i).s, (-.A S'iJVtt).' Transmittal To: Bill. Darnell t rom: Melissa Dale Dole: Thursday> Novem ber Z, 2000 Subject: 2020 Forecast Valiums Attached per your request are the '2020 forecast volume, for Poinsettia LN, Black Rail Roaa ^nd Air^rLia Roa.!. IC you have aay questions or comments you can caU Erik or myself. Thank you :? - TRAVtl LAHE (X) - NUMBER or LANES il. - STOP SOi Darnell & ASSOOATSB. mc. . FIGURE:^ o t o I o 8 --1 m CIRCULATION PLAN HWY 78 CITY OF CARLSBAD CIRCULATKDN PLAN RAILROAD FREEWAY PRIME ARTERIAL P^ f^- MAvXDR ARTERIAL C ^ - f ' A.> SECONDARY ARTERIAL COLLECTOR STREET MAPI Page 11 o U3 VO vO o o o o in in •<r CO r--in .« in m r-n o n (N Ol Ol o r- VO rH o iH rH O O in o o o O o in o OJ o o o in H o o o o H o n in o in OOO vo r-- OJ in VD Ol in n vo fM 04 o o CO -q- H o o CO O o-VD VO o cr. CO OD o ,9 o Ol o in n n 04 o in o vo in CO o o o o n o n vo vo Ol o o o r--o vo a Ol vo o O O in o o-VD o H r-i VD Ol Ol Febr uary 29 ry-257 Hme mber SANTEC / ITE GUIDELINES FORTRAFFIC IMPACT STUDIES [TIS] IN THE SAN DIEGO REGION 30, 4999 1111 DRAFT PREFACE These guidelines are subject to continual update, as future technology and documentation become available. Always check with local jurisdictions lor their preferred or apphcable 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 Y\ - lb service of "C." Individual local jurisdictions, as well as Caltrans, have slightly different LOS objectives For example, the Regional Growth Management Strategy for San Diego has a level-of-service objective of "D;" while the Congestion Management Program has established a minimum level-of-service of "E", or "F" if that is the existing 1990 base year LOS. In other words, ifthe existing LOS is "D" or worse, preservation ofthe existing LOS must be maintained or acceptable mitigation must be identified. These guidelines do not establish a legal standard for these functions, but are intended to supplement any individual TIS manuals or level-of-service objectives for the vanous jurisdictions These guidelines attempt to consolidate regional efforts to identify when a TIS is needed, what professional procedures should be followed, and what constitutes a significant traffic impact. The instructions outhned in these guidelines are subject to update as future conditions and experience become available. Special situations may call for variation from these guidehnes. 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 ofthe general or commumty 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 still be required - even ifthe above threshold rales 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 1) for TIS requirements. The ge"Sgraphic area examined in the TIS must include the following: . All 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 with Project* Allowable Ctiange due to Project Impact** Freeways Roadway Segments Intersections Ramp*** Metering V/C Speed (mph) V/C Speed (mph) Deiay (sec.) Delay(min.) D, E. & F (or ramp meter delays above 15 min.) 0.01 1 0.02 1 2 2 NOTES: All ievel 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 appiy. 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 with the proposed project becomes unacceptable (see above * note), or if the project adds a significant amount of peak-hour tnps to cause any traffic Veues to exceed on- or off-ramp storage capacities, the project applicant 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: MORKOVV DEVKLOI'MEN I Prepared hy: 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 - CivU Engineers GEOCON- Geotechnical Linscott, Law & Greenspan - Traffic Analysis Helix Environmental Planning- Biology Investigative Science & Engineering - Noise and Air Quality RECON- Archaelogical Resources Date: Januarj' 23, 2001 p I I I I I I I [ I POINSETTIA LANE/ PASEO DEL NORTE 21/ 569^ 1188/1273 —• 49/- 178~-^ K_ 140/172 — 912/976 r 75/ 72 ALGA ROAD/ AUCANTE ROAD ® ro irt'- (O — 9/ 16 — 440/686 r 5/ B 254/ 78> 330/546 — 61/458 •> ) CN Ol POINSETTIA UNE/ AVIARA PARKWAY C*J (D O to n in 276/ 60 695/599 —• 97/332 V_ 145/ 56 — 468/506 ^ 20/ 50 o> o-fin cs OCi to ALGA ROAD/ EL FUERTE STREET eo^-o o CM 71/ laj 616/338—* 3/ 15-> K_ 489/ 84 219/1033 22/ 233 CM POINSETTIA L^NE/ ALICANTE ROAD m m m- 515/270 ^ 555/495 —• 20/ 30 V._ 20/ 25 -t— 630/930 ^ 10/ 80 omm r^.-o »- ro lA COSTA AVENUE/ 1-5 SB RAMPS ® IO o — IO 3"" — 484/484 501/363 484/576 —• 126/141 "> 5) POINSETTIA IME/ EL FUERTE STREET in OO •<r onto CN in 225/165 _> 695/300 120/165^ K_ 55/ 35 — 295/700 f 10/115 omo .- O Q CS(D.- LA COSTA AVENUE/ 1-5 NB RAMPS @ 394/288 — 937/697 155/147^ 440/820 —* 45/150 105/438-^ LEUCADIA BOULEVARD/; QUAIL GARDEN DRIVE QUESTHAVEN ROAD/ STT-EET .''A" QUESTHAN/EN ROAD/: ELHN FOREST ROAD T- oin moo 17/123 — 834/873 /' 356/334 1/ 7^ 645/904 —• 46/ 43 ~> -Ntr u> o o in n tn to to ^ m tn m o to 99/ 135^ 1496/1532—* 689/631 -i— 1108/899 OlIOO) r^io.- o oo (C •.r o> m to to 145/754^ 981/674—* 457/548 ~> RANCHO SANTA FE ROAD/ OAKS ENTRANCE SOUTH OF MELROSE DRIVE 68/436 — 506/816 9/ 45 4 -Ntr cs CO ' — 00 • COOO to CS 60/30-^ 50/30 -Nt RANCHO SANTA FE ROAD/ OAKS ENTRANCE SOUTH OF QUESTHANpi ROAD EL FUERTE STREET/ RIDGE WEST ENTRANCE 10/5^ 2/1 — 10/5^ ^_30/ 60 — 10/ 20 ^ 20/110 -Ntr csOm mines* K_ 30/6 —- 10/2 r 1/1 45/30 ^ 2/10 — 25/35•> )) -^tr mo*- m o ALGA ROAD/ RIDGE NORTH ENTRANCE 686/1289 ALGA ROAD/RRST ENTRANCE EAST OF EL CAMINO REAL 977/736 — 5/ 20 ~> r m o m o tN o'o'in fn ^2/3 — 984/829 r 2/ 10 2/ 30 _> 607/1281 — 5/ 15-> -Ntr m OCN moo I I I I I POINTSETTlA/nRST ENTRANCE EAST OF EL CAMINO REAL — 800/1042 r 5/ 20 POINTSEmA/nRST ENTRANCE EAST OF AUCANTE ROAD POINTSETTIA/SECOND ENTRANCE EAST OF AUCANTE ROAD J 1022/815 — 10/ 40 5/ 25 518/942 CM.- lom 2/ 15 — 508/965 E-W STREET -Nr om 950/561 — 2/ 15-> 943/546 —* k AM/PM •-AM/PM ^ AM/PM NO SCALE REV. 08/17/00 LLG723A.DWG LINSCOTT LAW& GREENSPAN ENGINEERS Figure 52 2020 WITH PROJECT PEAK HOUR VOLUMES AM/PM PEAK HOURS _^^3. VILLAGES OF LA COSTA .9 I 40.800 GRAND AVE 20, ,2^ 66.700 \3> 1/ p^jUM AIRPORT RD 26,800 mj FAflADW AVE nu 60,100 20' 465 53.1Cb 59. V 19.500 • -I .'.I • 1 m. ST 8.', .. -I • • I • • -I '.V.A . ^ W \ X UA COSTA , MEADOWS DR fALQA RD 122.000 */••• VILLAGES •.•.•WITHIN-.-.;^.-.-.-.! •-ZONE • :::::::x\::::i I- • • .J •STREET "A" T? 3400 LEVANTE ST . . . .1 I .•.•.•.•.) .... I :.v.". I A! «^4O0. RD •ZONE It LEGEND I . .. - I — Indicates Zone Areas |. . . . . . I — Indicates Villages of La Costa Project Area "L_J XX.XXX - Indicates ADT Volume GARDEN VIEW RD SANDAG Plot Date: 09/27/99 NO SCALE REV. 10/09/00 FIG20-1-723.DWG LIN5COTT LAW & GREENSPAN ENGINEERS Figure 46 YEAR 2020 BACKGROUND + PROJECT ADTS -131-VILLAGES OF LA COSTA 2020 w/p am Thu Aug 17, 2000 10:10:42 Paae 12-1 Level Of Service Computation Report 1997 HCM Operations Method (Base Volume Alternative) Poinsettia Lane/Aviara Parkway ************** ;38 Intersection Cycle (sec): 120 Loss Time (sec): 12 (Y+R Optimal Cycle: 47 ***************************** c ***** ^ r********^ Approach: Movement: North Bound L-T-R Critical Vol./Cap. (X): 4 sec) Average Delay (sec/veh): Level Of Service: :*********************************** South Bound East Bound R R 0.506 34 .6 C ^*************** West Bound L-T-R 1 Control: 1 Split Phase Split Phase - - 1 1 Protected II 1 Protected Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 La.nes: 2 0 1 1 0 1 0 1 1 0 1 0 1 2 0 1 1 0 1 0 1 1 0 1 Volume Module 1 1 1 . 1 1 1 Base Vol: 301 424 62 76 141 67 276 695 97 20 468 145 Growth Adj: 1.00 1.00 1 .00 1. 00 1.00 1. 00 1.00 1.00 1 .00 1. 00 1.00 1.00 Initial Ese: 301 424 62 76 141 67 276 695 97 20 468 145 User Adj : 1.00 1.00 1 .00 1. 00 1.00 1 . 00 1.00 1.00 1 .00 1. 00 1.00 1 .00 FHF Adj: 0.95 0.95 0 .95 0 . 95 0.95 0 . 95 0.95 0.95 0 .95 0 . 95 0.95 0.95 PKF Volume: 317 446 65 80 148 71 291 732 102 21 493 153 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 317 446 65 80 148 71 291 732 102 21 493 153 PCE Adj : 1.00 1.00 1 .00 1. 00 1.00 1. 00 1.00 1.00 1 .00 1. 00 1.00 1.00 MLF Adj: 1.00 1. 00 1 .00 1. 00 1.00 1. 00 1.00 1.00 1 .00 1. 00 1.00 1.00 Final Vol . : 317 446 65 - - - 1 1 80 148 71 1 291 732 102 21 493 153 1 Saturation Flow Module 1 1 1 ' ' 1 1 1 Sat/Lane: 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Adj us tment: 0.90 1.00 0 .90 0 . 90 1.00 0 . 90 0.90 1.00 0 .90 0 . 90 1.00 0.90 Lanes: 2.00 1.72 0 .28 0 . 56 0.94 0 . 50 2 . 00 1.73 0 .27 1 . 00 1.49 0.51 Final Sat.: 3600 3443 502 . . - 1 1013 1875 899 3600 1 3464 483 1 1 1800 2974 923 1 Caoacit-y Analysis Module: 1 i 1 1 1 i Vol/Sat: 0.09 0.13 0 .13 0 . 08 0.08 0 . 08 0.08 0 .21 0 .21 0 . 01 0.17 0 .17 Crit Moves: * * * * * * * * * * * + * * * * Green/Cycle: 0.26 0.26 0 .26 0 . 16 0.16 0 . 16 0 .16 0.45 0 .45 0. 04 0.33 0.33 Volume/Cap: 0.34 0.51 0 .51 0 . 51 0.51 0 . 51 0 .51 0.47 0 .47 0. 28 0.51 0.51 Uniform Del: 36.4 38.1 38.1 46 .4 46.4 46 .4 46 .1 23.4 23.4 55 .8 32.5 32.5 IncremntDel: 0.2 0.4 0.4 C .7 0.7 0 .1. ,.0.7 0.2 0.2 2 .0 0.3 0.3 Delay Adj: 1.00 1.00 1 .00 1. 00 1.00 1. 00 1.00 1.00 1 .00 1. 00 1.00 1.00 Delay/Veh: 36.6 38.5 38.5 47 . 1 47.1 47 .1 46.8 23 .6 23.6 57 . 8 32.8 32 . 8 User DelAdj: 1.00 1.00 1 .00 1. 00 1.00 1 . 00 1.00 1.00 1 .00 1. 00 1.00 1.00 AdjDel/Veh: 36.6 38.5 38.5 47 . 1 47.1 47 . 1 46.8 23 .6 23.6 57.8 32 . 8 32.8 Des ignQueue: 16 23 3 5 9 4 17 29 4 1 23 7 ************* * * * * ^ •* * * * * * * * * * * * * * * * * * * •* * * * * •* * * * ****** * * * * * * * * * * * .1 •k -k * *. 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 Redeemer by th^e^MtheranChurch - Carlsbad, CA' BlBL^ i Focus Facilily Qty SF/Qty Est S/SF Total Area Est Total $ Worship 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 $ 512,394 Offices: Pastors 1 300 $ 55 300 $ 16,500 Workspace for Support StafiF 1 175 $ 55 175 $ 9,625 Subtotal 475 5 26,125 Storage 5% $ 35 24 $ 831 Circulation 10% $ 35 48 $ 1.663 Mechanical 3% $ 35 14 $ 499 Total Church Offices Child Care / PreSchool for 48 561 $ 29,118 Classrooms: -% - (1) Infant Rm for 8 2 280 $ 55 560 $ 30,800 (l)2yr. oldRmsforS 2 280 $ 55 560 $ 30,800 xe' (l)'3yr-KRms forS 2 280 $ 55 560 $ 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 Child Care Site Improvements 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 $ 332,975 16 01/09/2000 Proposed Phase One Program - Option E Redeemer by the Sea LutheranChurch - Carlsbad, CA SubtotaK Cmstrttction Costs 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 Total Project Casts ^:-:::^::-|:-:^::'-:S^:-:^:^ r,6S8,6S9 8,795 $ 189 01/09/2000 Joertman PHONE NQ. 750 721 6S74 May. 16 2000 9: 18IHM P02 I'ocus Facilily Masier Facilitie s Program -1,300 M'^^bers RedceZr ty tUe Sea LutHeranCHurcH - CarUbad, CA Est S/SFToial Area_ •^'.trs, Total Worship Adult Sunday Scnool/Bible Study Cla^srooftis/Meeting; Rooms rrr "" - /. tr. » 1'>nn S 15,295 Classro. ms for 40 MtgR . onis for 30 Re.strcom.*: 1200 900 65 1,200 $ 65 1,800 $ 290 85 580 $ Subtotal 3,580 S Storanfr 5% 35 179 $ Circulation 5% 35 9 $ Mechanical 3% 35 107 $ < hurch Offices Total Sunday School/ Hlble smay lunge 250 65 3,875 $ 25^^ $ Pastors Yonth Coordinator 300 "T20" T T 65 65 120 $ .Est Total $ _ Par>ih Administrator Adult Coordinator Child Coordinator 120 120 $ T 65 120 $ 65 Young; Adult Coordinator Woi k.' t^ace for Suppon Slaff Supiiort Staff 2 120 65 S_ 120 $ 120 175 T T 65 120 $ 85 li50 f 650 65 650 ron Srence Room Tlreproof Storage t^"om Restroom* 25 15 175 T T 65 375 T 175 S 189 85 378 $ Subtotal 3,258 $ Tijrj're" 5% 1 7;vculalion 10% 35 163 T56- $ 1,295,471 78,000 117,000 49,300 244.300 6,265 313 3.759 254,637 16,250 39,000 7,800 '7,800 7,800 _7.800 29,750 42.2.50 24.375 14,875 32,130 229,830 5,702 11,403 (ll/O-l/iOOO RECE'.'v'ED TIME MfiY.16. 9:.17PM K Ooertman PHONE No. 760 721 6674 May.16 2000 9:lSfiM P03 Master FacUUiss Program - 1.300 Members Redeemer by the Sea LutheranChurch - CarLsbad, CA Mechanical 3% Total Church Offices adid Care / PreSchool for 118 Clnssroorns: (\\ ?"vr. jjgjlim for --TT)"n'"^nn(irn!; fcr 20_ "i7f^)t'/>' TiimZh TRoom (UcC S) KiichenlS^irvinK) Nurse/Si.:k Room 'Muslc i/ooni (Dec's) fjiiidcnrRcstroomi? ?re Mool Ujjices: T 3 280 ISO" 700 TT 59 I 3 40 T" 530 "DTiector As.s'l Director i .100 "20^ Stipport Stair JOO Conf Room (Occupants) Ori^scJ Restrooms 15 189 Subtotal St'jrai;/ "'Ircj'ation l4T<''nanicai 5% 10% 3% Total Child Care Elvmenlary Sch/'ol for 240 Students Compi .cr Leorning Center (Workstations) 30 30 Medio Centcr/Ilibrary Classi ioms for 24 Studc'ts each 1 900 10 900 Student Restrooms Nursc/Sick Room 'Day Sriior I Office.^: 290 250 Principal 300 Vice Principal Wo/kspacc for Support Slaff •strppsTTiTsn Workroom 200 175 600 Stall wounge Conliifoncc Room (Occupants) 12 250 15 School OfficB Restrooms 189 Subtotal 35 $ T $ T T T TT 65 85 75 65 85 65 65 65 65 85 35 35 35 65 65 65 85 75 65 65 85 98 3,1(44 S 560 T;680" 65 65 2,100 •"500" 708 T T 177 f 250 T X 1,060 f 65 85 300 200 $ 120 378 $ T 8,293 $ 415 829 $ T 249 $ 9,786 $ 900 $ 900 S 9,000 $ 1,740 $ 250 $ 300 $ 200 $ 350 S 600 $ 250 $ 180 $ 378 S 15,048 $ 3,421 230,355 42,000 136,500 13,00?L •~46r020_ "T5,"045 "TK7'50_ 1^00 "^55rioo" 19.500 13,000 13.000 "7,800 32,130 494,015 14,513 29,026 8,708 546,261 58,500 58.500 585,000 147,900 18,750 19.500 13,000 29,750 39,000 16.250 .700 32,130 849,900 i\hn4i2oon RECE •-••/ED TIME MAY. 16. 3-'l7m !-T.~oni .K Uoertmc.T PHONE No. 760 721 6674 Mtaur Faculties Program - hiOO Members Redeemer by the Sea LutheranChurch - Carlsbad, CA May. lb d'a'm y: i^m Stora%o Ci'^t'lcron 5% 5% Mc<''''.r>tcHl Elder Cenier Wo $ 35 752 $ 26.334 26,334 $ $ 35 35 451 •> $ 15,800 Total Dl^ School 17.004 J ^// Conf Room (Occupftnts)^ Assembly Room (Oocvifnts) 15 65 32 12 75 Game Hoom (Occ's) Lobby Kilchen (Serving £apadty) 16 12 65 200 6S 32 85 Nursc/Sick Room P .;Str'^/^ms 2.50 75 530 85 Subtotal Sioragc _ Circiilnii'.vn 10% 35 10% 35 Mechaoicnl 3% Total Elder Care 35 Family Ljfe Ci'.nter Youth. Meeting Rooms FiresiileRoom (Occ'.s) 1200 65 40 30 65 Theatr.r (Occ's) 120 18 65 Great Mall / (iym (Occ'.s) 650 15 65 Changing Rooms 750 85 Kitchen (Serving Capacity) Filness Center 520 85 300 S 65 Church Store Restrooms 300 $ 75 216 85 Subtotal Stora i^e 5% $ 35 Circulation 5% $ 35 Meclianical 3% 35 Total Fondly Life Center Support Services Maintcr..ir.ce Shop 1 2400 Total Support Sen'ices 35 120 $ 390 195 $ 200 S 130 $ 250 $ 1,060 $ 2.345 S 234 $ 234 70 s; 2,884 $ /2,400 $ 1.200 / ,$ 2,160^/$ / 9,150. $ =:r,50oa-i$ \ 2,080 % 300 $ 300 $ 432 S 20,122 $ 1,006 $ 50 $ 604 21,782 $ 604 $ 7.800 29,232 12,667 j2^00_ 11,043 18,750 90.100 m,'i92_ 8,206_ 8,206 2,462 201,466 156.0Q0 78,000 140,400 633,750 127.500 176,800 19,500 22.500 36,720 1,391,170 ™:5 35,214 1,761 21,128 1,449,272 ^1.128 21,128 .A H tfi- (b'S nim/2000 RECE CVED TIME MPlY. 16. 9:47fiM •com < K Uoertman FHONE No. : 760 721 6674 May. 16 2000 9:19m P04 Master FacUities Program -1,300 Members Redeemer by Ihe Sea LutheranChurch - Carlsbad, CA 'site Improvements W,E,F,S i 74.471 % 1.90 74.471 $ Gradmg liTiftation & Landscape Oi»«.door Fellowship Courtyard 1 , 243,182 $ 0.90 243,182 % 141,495^ 218,864 203 r 186.327 $ 1.75 186.327 $ 15 % 5.00 3,045 $ 326,072 Preschool Outdoor Play Area Day School Outdoor Play A ica 118 75 $ 2.75 8,850 $ 15.225 24,338 240 75 $ 1.95 18,000 $ 35,100 Churel" Parking 162 350 $ 2.75 56,840 % 156,310 Total Site Inprovements 590,715 $ 1 iVIier Cor>.^idfrallonx 917,4(t3 .Sg''jicy Fees, Condilions 3% $ 175,631 A/E Fees 12% S 702.523 GC Ove/liead + Profit 17% s 995,242 Insurance 3.00% s 175,631 Perfor'iance Bond 2.00% s 117,087 Intcrc! '. (Construciion Loan) 8.75% $ 128,064 Bluep-inting, Rcpro 0.20% $ 11,709 Furnishings, Fixtures, Equip * 20% ! s 1.170,872 ContiiiKCjfOy 10% s 585,436 Subtotal, Other Considerations $ 4,062,196 m^immmmmmM oi.'in.oonn RECE::VED TIME MOY.ie. s:A7m APPENDIX C >List of Other Approved/Pending Projects mother Approved/Pending Projects Trip Generation >Other Approved/Pending Projects Trip Distribution OCT-25-2000 WED 08:58 AH CITY OF CARLSBAD FAX NO, 760 602 8558 P, 01 FAX TRANSMITTAL Engineering Department DATE; Oct. 24. 2000 TIME SENT: 9:35 TO: Vicki # . PM COMPANY: Darnell & Asso^ PHONE NO; 619/233-9373_ FAX NO: 619/233-4034 Number of pages being transmitted: (including transmittal) 2 FROM: Michael J. Shirey DIVISION: Development Services PHONE NO. (TfiO) fiQ2-2747 FAX NO: (7601 602-8562 RE- PRE 00-05: REDEEMER-BY-THE SEA ' TRAFFIC REPORT CUMULATiVF PROJECTS Vicki. per your request, 1 have attached an exhibit showing which projeds you should use for your cur^ulative trip generation. I do not have the ADT You need to come to our (ron, counter and research the traffic reports, or look a. the tentative maps, CUP's, etc Where projects ave not been proposed, use the City's General Plan land use assumptions to generate ADT from ''"''iCanalyze whether a deceleration/right-lurn-only lane will be required for eastbound Poinsettia Lane to southbound 'A Street. Thanks, M/Ae S. Cc. Planning File 1635 Faraday Avenue -Vci7l^CA 92008-7314 rfir^/602.2720 • FAX 760/602-8562 C-\ ,,.|-nrp<;prTif-iNt SPACING EXHIBIT A) REDEE:MER_eX THE SEA AP« 215-080-22 APN 215-080-04 V- APN 2\5-S4\-07 rvi cn IVl CD CD CD CD pa —.] CD C5D 1X1 OD cn cn CD MARCH 27. ?000 G U Table A 1 Other Approved/Pending Projects Trip Generation Summary | Weekday Trip Generation Rate 1 LandUse Daily Trip Geners Rate' ition AM Peak Hour Trip Generation Rate PMPeak Hour Trip Generation Rate LandUse Daily Trip Geners Rate' Total %In %Out Total %In %Out Single Family Residential 9.57 Trips/Dwelling Unit 0.75/DU 25% 75% 1.01/DU 64% 36% Church 9.11 Trips/ksf 0.72/ksf 54% 46% 0.66/ksf 54% 46% ' All trip generation rates are bas© ksf= 1.000 Square Feet DU = Dwelling Unit d on The Institute of Transportation Engineers (TFE) Trip Generation Manual, 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 In Out Total In 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 1 Total Trip Generatio a by Other Proiects: 1,467 115 1 32 1 83 149 94 55 C'S I 1 LEGEND XX% - DISTRIBUTION PERCENTAGE (1) - OCEAN BLUFF (CT 93-09) PROJECT SITE (2) - DE JONG (CT 98-05) PROJECT SITE Darnell & ASSOCIATES, mc. FIGURE A OTHER APPROVED/PENDING PROJECTS TRIP DISTRIBUTION LEGEND XX% - DISTRIBUTION PERCENTAGE * - PROJECT SITE 90% 10% r PROJECT ENTRANCE r o / o 3 a: \ z a: I/) o I 00 o I < < 5 o o o Darnell & ASSOCIATES, INC. FIGURE B REDEEMER BY THE SEA-12 LOT SUBDIVISION NEAR TERM TRIP DISTRIBUTION \ I LEGEND XX% - DISTRIBUTION PERCENTAGE * - PROJECT SITE Darnell & ASSOCIATES, INC. FIGURE C REDEEMER BY THE SEA-12 LOT SUBDIVISION LONG TERM TRIP DISTRIBUTION -A I i LEGEND XX% - DISTRIBUTION PERCENTAGE * - PROJECT SITE z Q: (r> o o I O) o I o o o o Darnell & ASSOCIATES, INC. FIGURE D DAYBREAK COMMUNITY CHURCH NEAR TERM TRIP DISTRIBUTION 00 I LEGEND XX% - DISTRIBUTION PERCENTAGE * - PROJECT SITE Darnell & ASSOCIATES, INC. FIGURE E COBBLESTONE TRIP DISTRIBUTION I I LEGEND XX% - DISTRIBUTION PERCENTAGE * - PROJECT SITE Darnell & ASSOCIATES, INC. FIGURE F CARNATION TRIP DISTRIBUTION 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: NAME DATE: 08/30/01 TIME: 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 0.05 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 D-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: 08/30/01 TIME: 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 D-2 HCS2000: Unsignalized Intersections Release 4, TWO-WAY STOP CONTROI. SUMMARY Inc. Vicki Root Darnell & Associates, 08-30-01 AM Peak Poinsettia Ln/Black Rail Rd Carlsbad Existing Analyst: Agency/Co. : Date Performed: Analysis Time Period: Intersection: Jurisdiction: Analysis Year: Project ID: 001101-Carlsbad Redeemer East/West Street: Poinsettia Lane North/South Street: Black Rail Road Intersection Orientation: NS Study period (hrs): ^Vehicle Volumes and Adjustments_ Northbound 1.00 Major Street: Approach Movement Southbound 1 2 3 4 5 6 L T R L T R 26 11 17 29 0.95 0.95 0.95 0.95 27 11 17 30 0 — — — — Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized? Lanes Configuration :ream Signal? Undivided LT 0 TR Upsti No No Minor Street! Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage Flared Approach 13 0.95 13 0 21 0.95 22 0 Exists? Storage RT Channelized? Lanes Configuration No Delay, Queue Length, and Level of Service_ NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT L R V (vph) 2 7 C(m) (vph) 1573 v/c 0.02 95% queue length 0.05 Control Delay 7.3 LOS A Approach Delay Approach LOS 13 891 0.01 0.04 9.1 A 22 1048 0.02 0.06 8.5 A 8.7 A D-3 HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Vicki Root Darnell & Associates, Inc. 08-30-01 PM Peak Poinsettia Ln/Black Rail Rd Carlsbad Existing Analysis Year: Project ID: 001101-Carlsbad Redeemer East/West Street: Poinsettia Lane North/South Street: Black Rail Road Intersection Orientation: NS Study period (hrs): Vehicle Volumes and Adjustments_ Northbound 1.00 Major Street! Approach Movement Southbound 1 2 3 4 5 6 L T R L T R 10 16 24 26 0.95 0.95 0.95 0.95 10 16 25 27 0 — — — — Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized? Lanes Configuration Upstream Signal? Undivided LT 0 TR No No Minor Street: Approach Movement 7 L Westbound 8 T 9 R Eastbound 10 11 12 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage Flared Approach 31 0.95 32 0 18 0.95 18 0 Exists? Storage RT Channelized? Lanes Configuration No R Approach Movement Lane Config Delay, Queue Length, and Level of Service NB SB Westbound Eastbound 10 11 1 LT 8 12 R V (vph) 10 C(m) (vph) 1567 v/c 0-01 95% queue length 0.02 Control Delay 7.3 LOS A Approach Delay Approach LOS 32 929 0.03 0.11 9.0 A 18 1040 0.02 0.05 8.5 A 8.8 A D-4 APPENDIX E >Existing -t- 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: 08/30/01 TIME: AM PEAK HOUR ( POINSETTIA-AVIARA-EX+PHASEI 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: 08/30/01 TIME: PM PEAK HOUR ( POINSETTIA-AVIARA-EX-t-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 67 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 HCS2000: Unsignalized Intersections Release 4. TWO-WAY STOP CONTROL SUMMARY Analyst: Agency/Co.: Date Performed: Analysis Time Period Intersection: Jurisdiction: Analysis Year: Project ID: 001001-Carlsbad Redeemer East/West Street: Poinsettia Lane North/South Street: Black Rail Road Intersection Orientation: NS Vicki Root Darnell & Associates, Inc. 08/30/01 AM Peak Poinsettia Ln/Black Rail Rd Carlsbad Existing+Phase I Study period (hrs): 1.00 Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 37 12 18 29 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 38 12 18 30 Percent Heavy Vehicles 0 — — — — Median Type Undivided RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage Flared Approach: Exists? Storage RT Channelized? Lanes Configuration 13 0.95 13 0 33 0.95 34 0 No _Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT L R V (vph) 38 C(m) (vph) 1572 v/c 0.02 95% queue length 0.07 Control Delay 7.3 LOS A Approach Delay Approach LOS 13 858 0.02 0.05 9.3 A 34 1046 0.03 0.10 8.6 A 8.8 A E-3 HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY Analyst: Agency/Co.: Date Performed: Analysis Time Period Intersection: Jurisdiction: Analysis Year: Project ID: 001001-Carlsbad Redeemer East/West Street: Poinsettia Lane North/South Street: Black Rail Road Intersection Orientation: NS Vicki Root Darnell & Associates, Inc. 08/30/01 PM Peak Poinsettia Ln/Black Rail Rd Carlsbad Existing+Phase I Study period (hrs): 1.00 Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 22 17 25 26 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 23 17 26 27 Percent Heavy Vehicles 0 — — — Median Type Undivided RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 31 31 Peak Hour Factor, PHF 0. 95 0.95 Hourly Flow Rate, HFR 32 32 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 2 Median Storage Flared Approach: Exists? Storage RT Channelized? No Lanes 1 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT L R V (vph) 23 C(m) (vph) 1566 v/c 0.01 95% queue length 0.04 Control Delay 7.3 LOS A Approach Delay Approach LOS 32 887 0.04 0.11 9.2 A 32 1037 0.03 0.10 8.6 A 8.9 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: 08/30/01 TIME: AM PEAK HOUR ( POINSETTIA-AVIARA-EX+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: 08/30/01 TIME: PM PEAK HOUR ( POINSETTIA-AVIARA-EX+OTHERS EXISTING + 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 HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY Vicki Root Darnell & Associates, Inc. 08/30/01 AM Peak Poinsettia Ln/Black Rail Rd Carlsbad Existing+Others Analyst: Agency/Co.: Date Performed: Analysis Time Period Intersection: Jurisdiction: Analysis Year: Project ID: 001001-Carlsbad Redeemer East/West Street: Poinsettia Lane North/South Street: Black Rail Road Intersection Orientation: NS Study period (hrs): 1.00 Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 41 14 24 129 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 43 14 25 135 Percent Heavy Vehicles 0 — — — Median Type Undivided RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 56 28 Peak Hour Factor, PHF 0. 95 0.95 Hourly Flow Rate, HFR 58 29 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 2 Median Storage Flared Approach: Exists? Storage RT Channelized? No Lanes 1 1 Configuration L R Delay, Queue Length, and Level of Service_ NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT L R V (vph) 43 C(m) (vph) 1432 v/c 0.03 95% queue length 0.09 Control Delay 7.6 LOS A Approach Delay Approach LOS 58 777 0.07 0.24 10.0+ B 29 971 0.03 0.09 8.8 A 9.6 A F-3 Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Analysis Year: Project ID: 001001-Carlsbad Redeemer East/West Street: Poinsettia Lane North/South Street: Black Rail Road Intersection Orientation: NS _TWO-WAY STOP CONTROL SUMMARY_ Vicki Root Darnell & Associates, Inc. 08/30/01 PM Peak Poinsettia Ln/Black Rail Rd Carlsbad Existing+Others Study period (hrs): 1.00 Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 19 24 28 79 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 20 25 29 83 Percent Heavy Vehicles 0 — — — — Median Type Undivided RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage Flared Approach 155 0.95 163 0 36 0.95 37 0 Exists? Storage RT Channelized? Lanes Configuration No Delay, Queue Length, and Level of Service NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT L R v (vph) 20 C(m) (vph) 1490 v/c 0.01 95% cjueue length 0.04 Control Delay 7.4 LOS A Approach Delay Approach LOS 163 851 0.19 0.71 10.2 B 37 998 0.04 0.12 8.7 A 10.0- 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: 08/30/01 TIME: AM PEAK HOUR ( POINSETTIA-AVIARA-EX+OTHERS+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: 08/30/01 TIME: PM PEAK HOUR ( POINSETTIA-AVIARA-EX+OTHERS+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 154 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 HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY Vicki Root Darnell & Associates, Inc. 08/30/01 AM Peak Poinsettia Ln/Black Rail Rd Carlsbad Existing+Others+Phase I Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Analysis Year: Project ID: 001001-Carlsbad Redeemer East/West Street: Poinsettia Lane North/South Street: Black Rail Road Intersection Orientation: NS Study period (hrs): ^Vehicle Volumes and Adjustments_ Northbound 1.00 Major Street: Approach Movement Southbound 1 2 3 4 5 6 L T R L T R 52 15 25 129 0.95 0.95 0.95 0.95 54 15 26 135 0 — — — — Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized? Lanes Configuration Upstream Signal? Undivided LT 0 TR No No Minor Street! Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage Flared Approach: Exists? Storage RT Channelized? Lanes Configuration 56 0.95 58 0 40 0.95 42 0 No Delay, Queue Length, and Level of Service NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT L R V (vph) 54 C(m) (vph) 1430 v/c 0.04 95% (jueue length 0.12 Control Delay 7.6 LOS A Approach Delay Approach LOS 58 747 0.08 0.25 10.2 B 42 968 0.04 0.14 8.9 A 9.7 A G-3 HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY Analyst: Agency/Co.: Date Performed: Analysis Time Period Intersection: Jurisdiction: Analysis Year: Project ID: 001001-Carlsbad Redeemer East/West Street: Poinsettia Lane North/South Street: Black Rail Road Intersection Orientation: NS Vicki Root Darnell & Associates, Inc. 08/30/01 PM Peak Poinsettia Ln/Black Rail Rd Carlsbad Existing+Others+Phase I Study period (hrs): 1.00 Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 31 25 29 79 Peak-Hour Factor, PHF 0.95 0,95 0.95 0.95 Hourly Flow Rate, HFR 32 26 30 83 Percent Heavy Vehicles 0 — — —— — Median Type Undivided RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage Flared Approach: Exists? Storage RT Channelized? Lanes Configuration 155 0.95 163 0 49 0.95 51 0 No Delay, Queue Length, and Level of Service_ NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT L R v (vph) 32 C(m) (vph) 1489 v/c 0.02 95% queue length 0.07 Control Delay 7.5 LOS A Approach Delay Approach LOS 163 815 0.20 0.75 10.5 B 51 996 0.05 0.16 8.8 A 10.1 B 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: 08/30/01 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 664 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-SATURATION FLOW RATES (2,000 VEH/HR/LANE THRU;1,800 TURN, 1,620 DUAL TURN LANES INTERSECTION: Poinsettia/Aviara DATE: 08/30/01 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 160 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 567 0.22 0.22 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 0.25 Rt.Tn. comp. 0.00 Clearance Interval 0.10 ICU 0.62 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: 08/30/01 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 34 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: Poinsettia/Black Rail DATE: 08/30/01 TIME: 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 26 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 30 0.06 0.06 0 EL 1 1800 171 0.10 0.10 1 ER 0 0 42 0.00 0.00 0 ET 2 4000 546 0.15 0.15 0 WL 1 1800 23 0.01 0.01 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: 08/30/01 TIME: AM PEAK HOUR POINSETTIA-AVIARA-2020+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 E/W component Rt.Tn. comp. Clearance Interval ICU LOS A Critical movement identified by a 1. Ten lanes for a right turn indicates free movement. NA - Not Applicable 0.16 0.24 0.00 0.10 0.50 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: 08/30/01 TIME: PM PEAK HOUR ( POINSETTIA-AVIARA-2020+PHASEV BUILDOUT + 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: 08/30/01 TIME: AM PEAK HOUR ( POINSETTIA-Blackrail-2020+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 20 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: 08/30/01 TIME: PM PEAK HOUR ( POINSETTIA-Blackrail-2020+PHASEV BUILDOUT + 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 0.10 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) HCS2000! Analyst: Agency/Co.: Date Performed: Analysis Time Period Intersection: Jurisdiction: Analysis Year: Project ID: 001001-Carlsbad Redeemer East/West Street: Project Entrance North/South Street: Black Rail Road Intersection Orientation: NS Unsignalized Intersections Release 4. _TWO-WAY STOP CONTROL SUMMARY V Root Darnell £ Associates, Inc. 08/30/01 AM Peak Black Rail Rd/Project Entrance Carlsbad Ex+Others+Phase I Study period (hrs): 1.00 Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 52 10 16 56 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 54 10 16 58 Percent Heavy Vehicles — — 2 Median Type Undivided RT Channelized? Lanes 1 0 0 1 Configurat ion TR LT Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 11 18 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 11 18 Percent Heavy Vehicles 2 2 Percent Grade (%) 2 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes Configuration LR _Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT LR V (vph) C(m) (vph) v/c 95% cjueue length Control Delay LOS Approach Delay Approach LOS 16 1538 0.01 0.03 7.4 A 29 934 0.03 0.10 9.0 A 9.0 A J-1 HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY V Root Darnell & Associates, Inc. 08/30/01 PM Peak Black Rail Rd/Project Entrance Carlsbad Ex+Others+Phase I Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Analysis Year: Project ID: 001001-Carlsbad Redeemer East/West Street: Project Entrance North/South Street: Black Rail Road Intersection Orientation: NS Study period (hrs): 1.00 Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 48 12 21 61 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 50 12 22 64 Percent Heavy Vehicles — — 2 — Median Type Undivided RT Channelized? Lanes 1 0 0 1 Configuration TR LT Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 11 17 Peak Hour Factor, PHF 0,95 0.95 Hourly Flow Rate, HFR 11 17 Percent Heavy Vehicles 2 2 Percent Grade (%) 2 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT LR v (vph) C(m) (vph) v/c 95% cjueue length Control Delay LOS Approach Delay Approach LOS 22 1541 0.01 0.04 7.4 A 28 924 0.03 0.09 9.0 A 9.0 A J-2 HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY Analyst: Agency/Co.: Date Performed: Analysis Time Period Intersection: Jurisdiction: Analysis Year: Project ID: 001001-Carlsbad Redeemer East/West Street: Project Entrance North/South Street: Black Rail Road Intersection Orientation: NS V Root Darnell & Associates, Inc. 08/30/01 AM Peak Black Rail Rd/Project Entrance Carlsbad Buildout + Master Plan Study period (hrs): 1.00 Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R LTR Volume 115 21 41 115 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 121 22 43 121 Percent Heavy Vehicles — — 2 Median Type Undivided RT Channelized? Lanes 1 0 0 1 Configuration TR LT Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R LTR Volume 17 53 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 17 55 Percent Heavy Vehicles 2 2 Percent Grade (%) 2 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Delay, 2ueue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT LR V (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS 43 1440 0.03 0.09 7.6 A 72 831 0.09 0.28 9.7 A 9.7 A J-3 1 HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY _ Analyst: V Root • Agency/Co.: Darnell & Associates, Inc. " Date Performed: 08/30/01 Analysis Time Period: PM Peak B Intersection: Black Rail Rd/Project Entrance m Jurisdiction: Carlsbad Analysis Year: Buildout + Master Plan H Project ID: 001001-Carlsbad Redeemer 1 East/West Street: Project Entrance North/South Street: Black Rail Road Intersection Orientation: NS Study period (hrs): 1.00 • Vehicle Volumes and Adjustments B Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 m L T R L T R • Volume 133 21 43 95 Peak-Hour Factor, PHF 0.95 0.95 0,95 0.95 _ Hourly Flow Rate, HFR 140 22 45 100 1 Percent Heavy Vehicles — 2 — • Median Type Undivided RT Channelized? • Lanes 1 0 0 1 Configuration TR LT Upstream Signal? No No ^ Minor Street: Approach Westbound Eastbound • Movement 7 8 9 10 11 12 • L T R L T R Volume 15 44 • Peak Hour Factor, PHF 0.95 0.95 B Hourly Flow Rate, HFR 15 46 Percent Heavy Vehicles 2 2 •| Percent Grade (%) 2 0 fl Median Storage Flared Approach: Exists? No Storage fl RT Channelized? B Lanes 0 0 Configuration LR • Delay, Queue Length, and Level of Service fl Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT LR 1 V (vph) 45 61 B C(m) (vph) 1417 813 v/c 0.03 0.08 • 95% queue length 0.10 0.24 H Control Delay 7.6 9.8 LOS A A _ Approach Delay 9.8 fl Approach LOS A 1 J-4 Analyst: Agency/Co.: Date Performed: Analysis Time Period Intersection: Jurisdiction: Analysis Year HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY Root & Associates, Inc. V Darnell 08/30/01 AM Peak Poinsettia Ln/St "A"-Proj. Ent Carlsbad Buildout + Master Plan Project ID: 001001 - Carlsbad Redeemer East/West Street: Poinsettia Lane North/South Street: Street "A" - Project Entrance Intersection Orientation: EW Study period (hrs): 1,00 Vehicle Volumes and Adjustments Major Street: Approach Movement Eastbound 1 2 3 4 Westbound 5 6 L T R L T R Volume 795 45 559 Peak-Hour Factor, PHF 0.95 0.95 0.95 Hourly Flow Rate, HFR 836 47 588 Percent Heavy Vehicles — — Median Type Raised curb RT Channelized? Lanes 2 0 2 Configuration Upstream Signal? T TR No T No Minor Street: Approach Movement Northbound 7 8 9 10 Southbound 11 12 L T R L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage 1 Flared Approach: Exists? Storage RT Channelized? Lanes Configuration 21 0.95 22 2 No Approach Movement Lane Config Delay, Queue Length, and Level of Service EB WB Northbound Southbound 7 8 9 10 11 R 12 V (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS 22 563 0.04 0.12 11.7 B 11.7 B J-5 Analyst: Agency/Co.: Date Performed: Analysis Time Period Intersection: Jurisdiction: Analysis Year: Project ID: 001001 • East/West Street: North/South Street HCS2000: unsignalized Intersections Release 4 1 TWO-WAY STOP CONTROL SUMMARY V Root Darnell & Associates, 08/30/01 PM Peak Poinsettia Ln/St Carlsbad Buildout + Inc, A"-Proj. Master Plan Ent Carlsbad Redeemer Poinsettia Lane intersection Orie„t,tl"f » " """"" .vehicle Vol„„ee ana ..illlZrTsT Eastbound Major Street! 1.00 Approach Movement 1 L Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type Raised curb RT Channelized? Lanes Configuration Upstream Signal? Minor Street: Approach Movement 2 T 3 R 706 0.95 743 4 L 50 0.95 52 Westbound 5 . T 6 R 573 0.95 603 Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage l Flared Approach: Exists? Storage RT Channelized? Lanes Configuration No Approach Movement Lane Confir V (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS .Delay, Queue Length, and Level of Service EB 1 Northbound 8 9 R_ 18 601 0.03 0.09 11.2 B 11.2 J-6