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Home My WebLink AboutAGENDA PACKET_03-12-2018City of Santa Ana Planning Commission Meeting Agenda MARCH 12, 2018 CITY COUNCIL CHAMBER 22 Civic Center Plaza Santa Ana, California 5:30 P.M. MARK McLOUGHLIN Chair, Citywide Representative CYNTHIA CONTRERAS-LEO Vice Chair, Ward 5 Representative ERIC ALDERETE Ward 1 Representative LYNNETTE VERINO Ward 2 Representative KENNETH NGUYEN Ward 3 Representative PHIL BACERRA Ward 4 Representative BEATRIZ MENDOZA Ward 6 Representative The Planning Commission Agenda can be found online at http://www.ci.santa- ana.ca.us/pba/documents/agenda_pc.pdf\ Si tiene preguntas en español, favor de llamar a Narcee Perez al (714) 667-2260. Nếu cần liên lạc bằng tiếng Việt, xin điện thoại cho Tony Lai số (714) 565-2627. If you wish to submit a comment on any item on the Agenda, please submit to eComments@santa-ana.org by 3 p.m. the day of the meeting; emails received after said time will be on file for public viewing the day after the meeting. If you need special assistance to participate in this Planning Commission meeting, please contact Michael Ortiz, City ADA Program Coordinator, at (714) 647-5624. Please call prior to the meeting date, to allow the City time to make reasonable arrangements for accessibility to this meeting. [Americans with Disabilities Act, Title II, 28 CFR 35.102] Lisa E. Storck Legal Counsel Vince Fregoso, AICP Acting Planning Manager Sarah Bernal Recording Secretary Candida Neal, AICP Acting Executive Director PLANNING COMMISSION AGENDA 1 MARCH 12, 2018 Basic Planning Commission Meeting Information Five-Year Strategic Plan (2014-2019) Detailed information at: http://www.santa-ana.org/strategic-planning/ Vision, Mission and Guiding Principles - The City of Santa Ana is committed to achieving a shared vision for the organization and its community. The vision, mission and guiding principles (values) are the result of a thoughtful and inclusive process designed to set the City and organization on a course that meets the challenges of today and tomorrow. Vision - The dynamic center of Orange County which is acclaimed for our: •Investment in youth •Safe and healthy community •Neighborhood pride •Thriving economic climate •Enriched and diverse culture •Quality government services Mission – “To deliver efficient public services in partnership with our community which ensures public safety, a prosperous economic environment, opportunities for our youth, and a high quality of life for residents.” Guiding Principles •Collaboration •Efficiency •Equity •Excellence •Fiscal Responsibility •Innovation •Transparency Strategic Plan Goals/Objectives/Strategies: Goal 1 - Community Safety Goal 2 - Youth, Education, Recreation Goal 3 - Economic Development Goal 4 - City Financial Stability Goal 5 - Community Health, Livability, Engagement & Sustainability Goal 6 - Community Facilities & Infrastructure Goal 7 - Team Santa Ana ********* Code of Ethics and Conduct - The people of the City of Santa Ana, at an election held on February 5, 2008, approved an amendment to the City Charter which established the Code of Ethics and Conduct for elected officials and members of appointed boards, commissions, and committees to assure public confidence. A copy of the City’s Code can be found on the Clerk of the Council’s webpage. The following are the core values expressed: Integrity · Honesty · Responsibility · Fairness · Accountability · Respect · Efficiency Agenda Information - The agenda descriptions provide the public with a general summary of the items of business to be considered by the Planning Commission. The Planning Commission is not limited in any way by the “Recommended Action” and may take any action which the Commission deems to be appropriate on an agenda item. Except as otherwise provided by law, no action shall be taken on any item not listed on the agenda. Public Comments/Public Input - Pursuant to Government Code Sec. 54954.3, the public may address the Planning Commission on any and all matters within the Commission’s jurisdiction. At the discretion of the Chair, at the first Public Comment portion of the meeting, all comments may be considered jointly. The public will be given the opportunity to speak on any and all matters contained on any of the Consent Calendar and Business Calendar items and/or on issues of public interest within the jurisdiction of the Commission. Members of the public shall be given three (3) minutes for each duly noticed hearing (unless the matter is continued prior to taking public testimony). All reques ts to speak shall be submitted in writing to the Commission Secretary at the beginning of the meeting and before Public Comments begin. Speaker forms will be available at the meeting. REQUESTS TO SPEAK SHALL NOT BE ACCEPTED AFTER THE PUBLIC COMMENT SESSION BEGINS WITHOUT PERMISSION OF THE CHAIR. When speaking, all persons addressing the Planning Commission shall follow the rules of decorum as detailed on the back of the speaker form. The presiding officer shall have the power and responsibility to enforce decoru m and order of the meeting as set forth in Section 2-104(c) of the Santa Ana Municipal Code. Consent Calendar - All matters listed under the Consent Calendar are considered to be routine by the Planning Commission and will be enacted by one motion without discussion unless a member of the Commission “pulls” an item(s) from the consent calendar for a separate vote. Senate Bill 343 - As required by Senate Bill 343, any non-confidential writings or documents provided to a majority of the Planning Commission members regarding any item on this agenda will be made available for public inspection in the Planning & Building Agency during normal business hours. Agenda & Minutes - Staff reports and documents relating to each agenda item are on file in the office of the Planning & Building Agency and are available for public inspection during regular business hours, 8:00 a.m. – 5:00 p.m., Monday through Thursday and alternate Fridays. The Planning & Building Agency is located in City Hall Ross Annex, 20 Civic Center Plaza, 2nd Floor, Santa Ana, California, (714)667-2700. Council meeting agendas, staff reports, and minutes are available the Friday before a Planning Commission meeting at the following website address: www.santa-ana.org PLANNING COMMISSION AGENDA 2 MARCH 12, 2018 CITY OF SANTA ANA PLANNING COMMISSION MEETING AGENDA MARCH 12, 2018 5:30 P.M. CALL TO ORDER CHAIR MCLOUGHLIN COMMISSION MEMBERS ALDERETE, BACERRA, CONTRERAS-LEO, MENDOZA, NGUYEN, VERINO ROLL CALL PLEDGE OF ALLEGIANCE PUBLIC COMMENTS - At this time the members of the public may address the Planning Commission regarding any non-agenda items within the subject matter jurisdiction of the Commission. No action may be taken on non-agenda items unless authorized by law. ADMINISTRATIVE MATTERS RECOMMENDED ACTION: Approve staff recommendation on the following Consent Calendar Item: A – B. A. MINUTES FROM THE REGULAR MEETING OF FEBRUARY 26, 2018 {STRATEGIC PLAN NO. 5, 1} RECOMMENDED ACTION: Approve Minutes. B. EXCUSED ABSENCES RECOMMENDED ACTION: Excuse absent commission members. * * * END OF CONSENT CALENDAR * * CONSENT CALENDAR All matters listed under the Consent Calendar are considered routine by the Planning Commission. These items will be enacted by one motion without discussion unless otherwise directed by the Chairperson. Persons wishing to speak regarding Consent Calendar matters should file a "Request to Speak" form with the Recording Secretary. PLANNING COMMISSION AGENDA 3 MARCH 12, 2018 PUBLIC HEARING 1. CONDITIONAL USE PERMIT NO. 2017-34 AND 2017-35 TO ALLOW AFTER- HOURS OPERATION UNTIL 2:00 A.M. AND THE SALE OF ALCOHOLIC BEVERAGES FOR ON-PREMISE CONSUMPTION AT MAIN SPORTS GRILL RESTAURANT LOCATED AT 2531 SOUTH MAIN STREET– JOSEPH M. RODRIGUEZ, APPLICANT {STRATEGIC PLAN NO. 3, 2} –Escarlet Mar, Case Planner Legal notice published in the Orange County Reporter on March 2, 2018 and notices mailed on March 2, 2018. RECOMMENDED ACTIONS: 1. Adopt a resolution approving Conditional Use Permit No. 2017 -34 as conditioned to allow after-hours operation until 2:00 a.m. 2. Adopt a resolution approved Conditional Use Permit No. 2017 -35 to allow the sale of alcoholic beverages. 2. CONDITIONAL USE PERMIT NO. 2018-01 TO ALLOW THE OPERATION OF A K- 12 CHARTER SCHOOL (CITRUS SPRINGS) LOCATED AT 2121 NORTH GRAND AVENUE – DAVE BLACK, APPLICANT {STRATEGIC PLAN NO. 3, 2} –Ivan Orozco, Case Planner Legal notice published in the Orange County Reporter on March 2, 2018 and notices mailed on March 2, 2018. RECOMMENDED ACTION: Adopt a resolution approving Conditional Use Permit No. 2018-01 as conditioned. 3. CONDITIONAL USE PERMIT NO. 2018-02 TO ALLOW THE CONSTRUCTION OF AN APPROXIMATELY 46,000 SQUARE FOOT CAMPUS FOR CHRIST OUR SAVIOR PARISH LOCATED AT 2000 WEST ALTON AVENUE – DAVID PFEIFER, APPLICANT {STRATEGIC PLAN NO. 3, 2} –Jerry Guevara, Case Planner Legal notice published in the Orange County Reporter on March 2, 2018 and notices mailed on March 2, 2018. BUSINESS CALENDAR All matters listed under the Business Calendar are generally items requiring discussion and action. Persons wishing to speak regarding Business Calendar matters should file a "Request to Speak" form with the Recording Secretary. PLANNING COMMISSION AGENDA 4 MARCH 12, 2018 RECOMMENDED ACTION: Adopt a resolution approving Conditional Use Permit No. 2018-02 as conditioned. 4. VARIANCE NO. 2018-03 TO ALLOW THE CONSTRUCTION OF A SINGLE- FAMILY RESIDENCE AND DETACHED GARAGE WITH REDUCTIONS IN REQUIRED LOT SIZE, LOT FRONTAGE, PARKING, SETBACKS, AND MODIFIED LOT COVERAGE LOCATED AT 123 NORTH JACKSON STREET– FERNANDO NIEBLA, APPLICANT {STRATEGIC PLAN NO. 3, 2} –Jerry Guevara, Case Planner Legal notice published in the Orange County Reporter on March 2, 2018 and notices mailed on March 2, 2018. RECOMMENDED ACTIONS: Adopt a resolution to allow: a) a reduction in lot size; b) a reduction in lot frontage; c) a reduction in off-street parking; d) an increase in allowable lot coverage; and e) a reduction in the required rear yard setback as conditioned. * * * END OF BUSINESS CALENDAR * * * COMMENTS 5. STAFF COMMENTS 6. PLANNING COMMISSION MEMBER COMMENTS ADJOURNMENT - The next meeting of the Planning Commission is scheduled for Monday, March 26, 2018 at 5:30 p.m. in the Council Chamber, 22 Civic Center Plaza, Santa Ana, California. FUTURE AGENDA ITEMS  ZOA 2015-01; GPA 2015-01; AA 2015-01 (Bristol Street Corridor)  CUP2018-03 & 2018-04 (Father's Burrell BBQ Pit_1810 N Tustin Avenue )  CUP2018-05 (7Eleven_2112 S Main Street)  Housing 101 Information Session This page left blank intentionally. 1 PLANNING COMMISSION MINUTES FEBRUARY 26, 2018 ACTION MINUTES OF THE REGULAR MEETING OF THE PLANNING COMMISSION OF THE CITY OF SANTA ANA, CALIFORNIA FEBRUARY 26, 2018 CALLED TO ORDER COUNCIL CHAMBER 22 CIVIC CENTER PLAZA SANTA ANA, CALIFORNIA 5:33 P.M. ATTENDANCE COMMISSIONERS Present: ERIC ALDERETE PHIL BACERRA MARK MCLOUGHLIN, Chair CYNTHIA CONTRERAS-LEO, Vice-Chair BEATRIZ MENDOZA KENNETH NGUYEN LYNNETTE VERINO COMMISSIONERS Absent: None. STAFF Present: VINCE FREGOSO, Acting Planning Manager LISA STORCK, Assistant City Attorney JERRY GUEVARA, Assistant Planner SARAH BERNAL, Recording Secretary PLEDGE OF ALLEGIANCE Commissioner Mendoza PUBLIC COMMENTS (on non-agenda items) The following public comments were received: Dale Helvig provided an update on the 2525 N. Main Street project; opined that project is inappropriate for the location. CONSENT CALENDAR MOTION: Approve staff recommendation on Consent Calendar Items A-B. MOTION: Nguyen SECOND: Mendoza VOTE: AYES: Alderete, Bacerra, Contreras-Leo, McLoughlin, Mendoza, Nguyen, Verino (7) NOES: None (0) A-1 2 PLANNING COMMISSION MINUTES FEBRUARY 26, 2018 ABSTAIN: None (0) ABSENT: None (0) A. MINUTES FROM THE REGULAR MEETING OF FEBRUARY 12, 2018 MOTION: Approve Minutes. B. EXCUSED ABSENCES MOTION: Excuse the absence of commission members: None. * * * END OF CONSENT CALENDAR * ** BUSINESS CALENDAR ITEMS PUBLIC HEARINGS 1. CONDITIONAL USE PERMIT NO. 2017-31 TO ALLOW THE SALE OF ALCOHOLIC BEVERAGES FOR OFF-PREMISE CONSUMPTION AT S RANCHO MARKET LOCATED AT 2429 WEST MCFADDEN AVENUE UNITS 101 AND 102 Legal notice published in the Orange County Reporter on February 16, 2018 and notices mailed on February 16, 2018. Case Planner Guevara provided a presentation which included a description of the project, project background and project analysis. The applicant spoke in support of the matter. Chairman McLoughlin opened the Public Hearing. There were no speakers and the hearing was closed. MOTION: Adopt a resolution approving Conditional Use Permit No. 2017-31. MOTION: Nguyen SECOND: Verino VOTE: AYES: Alderete, Bacerra, Contreras-Leo, McLoughlin, Mendoza, Nguyen, Verino (7) NOES: None (0) ABSTAINED: None (0) ABSENT: None (0) ***END OF BUSINESS CALENDAR*** WORK STUDY CALENDAR ITEMS A-2 3 PLANNING COMMISSION MINUTES FEBRUARY 26, 2018 2. DISCUSSION ON PROPOSED CAMPUS FOR CHRIST OUR SAVIOR PARISH LOCATED AT 2000 WEST ALTON AVENUE Case Planner Guevara provided an overview of the project which included information on the following:  Location Information  Background  Project Description  Proposed Site Plan  Floor Plans  Proposed Renderings Discussion ensued regarding setbacks, project timeline, architectural design, hours of operation, security, traffic flow, campus accessibility, and signage. It was generally agreed that the design should include contrasting colors and other natural elements to complement the all-white building color; would like Church to feel inviting. Overall, Commission expressed support for the project. The applicant was present to address Commission concerns and provided additional information on the project. COMMENTS 3. STAFF COMMENTS: None. 4. PLANNING COMMISSION MEMBER COMMENTS: None. ADJOURNED 6:23 P.M. - The next meeting of the Planning Commission is scheduled for Monday, March 12, 2018 at 5:30 p.m. in the Council Chamber, 22 Civic Center Plaza, Santa Ana, California. Sarah Bernal Recording Secretary A-3 This page left blank intentionally. 1-1 1-2 1-3 1-4 1-5 This page left blank intentionally. EXHIBIT 1 1-6 1-7 1-8 1-9 1-10 1-11 1-12 This page left blank intentionally. 1-13 1-14 1-15 1-16 1-17 This page left blank intentionally. 2-1 2-2 2-3 2-4 EXHIBIT 1 2-5 2-6 2-7 2-8 2-9 This page left blank intentionally. 2-10 2-11 2-12 2-13 3-1 3-2 3-3 This page left blank intentionally. EXHIBIT 1 3-4 3-5 3-6 3-7 3-8 3-9 3-10 This page left blank intentionally. CUP No. 2018-02 for Christ Our Savior Catholic Parish 2000 W. Alton Avenue Exhibit 2 – Vicinity Zoning & Aerial Map 3-11 CUP No. 2018-02 for Christ Our Savior Catholic Parish 2000 W. Alton Avenue Exhibit 3 – Site Photos 3-12 CUP No. 2018-02 for Christ Our Savior Catholic Parish 2000 W. Alton Avenue Exhibit 4 – Site Plan Phase I Page 1 of 2 N 3-13 Exhibit 4 – Site Plan Phase II Page 2 of 2 N 3-14 CUP No. 2018-02 for Christ Our Savior Catholic Parish 2000 W. Alton Avenue Exhibit 5 – Church Floor Plan Page 1 of 4 3-15 Exhibit 5 – Parish Center Floor Plan Page 2 of 4 3-16 Exhibit 5 – Parish Meeting Room Building Floor Plan Page 3 of 4 3-17 Exhibit 5 – Parish Hall Floor Plan Page 4 of 4 3-18 CUP No. 2018-02 for Christ Our Savior Catholic Parish 2000 W. Alton Avenue Exhibit 6 – Elevations Page 1 of 2 3-19 Exhibit 6 – Elevations Page 2 of 2 3-20 CUP No. 2018-02 for Christ Our Savior Catholic Parish 2000 W. Alton Avenue Exhibit 7 – Renderings 3-21 CUP No. 2018-02 for Christ Our Savior Catholic Parish 2000 W. Alton Avenue Exhibit 8 – Landscape Plan 3-22 3-23 3-24 3-25 3-26 3-27 3-28 3-29 3-30 3-31 3-32 3-33 3-34 3-35 3-36 3-37 3-38 3-39 3-40 3-41 3-42 3-43 3-44 3-45 3-46 September 2017 TRAFFIC IM PAC T ANALYSIS CHRIST OUR SAVIOR CATHOLIC PARISH SANTA ANA, ORANGE COUNTY, CALIFORNIA Submitted to: Domus Studio Architecture 2150 West Washington, Suite 303 San Diego, CA 92110 Prepared by: LSA 20 Executive Park, Suite 200 Irvine, CA 92614 (949) 553-0666 Project No. DOM1701 3-47 T RAFFIC I MPACT A NALYSIS S EPTEMBER 2017 C HRIST O UR S AVIOR C ATHOLIC P ARISH S ANTA A NA , O RANGE C OUNTY , C ALIFORNIA P:\DOM1701\doc\Traffic Impact Analysis.docx «09/20/17» i EXECUTIVE SUMMARY This report analyzes trip generation and traffic impacts associated with the proposed Christ Our Savior Catholic Parish project. The project proposes to construct a 19,427-square-foot (sf) sanctuary with 1,250 seats, a 6,004 sf parish center, 4,850 sf of meeting rooms, a 16,024 sf parish hall, a 23,956 sf courtyard, and a 19,346 sf garden. These uses will replace the existing 4,770 sf sanctuary with 396 seats, 2,420 sf of office space, and 3,700 sf of courtyard space, which will be demolished as part of the project. The project will retain the two existing access driveways and add a third driveway connecting to Jaguar Way, which would be gated and only used on weekends. The combined trip generation for this project and the residential project located on the southern portion of the lot is anticipated to be lower than the trip generation for the Master Plan analyzed as part of the Armstrong Ranch Development Project Environmental Impact Report in June 2002. The trip generation for the Church project is lower than the City’s threshold for requiring a traffic impact analysis. However, the traffic impacts of the project were analyzed at the adjacent intersections during the a.m. and p.m. peak hours of the street as well as during the Sunday peak hour of traffic generation. All study area intersections are anticipated to operate at a satisfactory LOS in the weekday a.m. and p.m. peak hours and the Sunday morning peak hour with the addition of project traffic. LSA considered special events and determined the effect of these events would be no greater than the analyzed Sunday services. LSA examined the project access driveways and found that the driveway and gated access would function adequately without interference to the arterial street system. Special consideration was given to the interaction with traffic at the nearby school. The gate on the southern driveway will remain closed on weekdays, so no Church traffic would interact with school traffic on Jaguar Way. The southern leg of Raitt Street from Alton Avenue is used as an unofficial drop-off area. Church traffic does not create an impact. In fact, the proposed project will create a wider and more defined turn-around area on Raitt Street should drop-offs continue. But Raitt Street is not wide enough for a parking lane and a driving lane and drop-off activity may create friction on Raitt Street. Based on the results of this TIA, the proposed development of the Christ Our Savior Catholic Parish could be implemented without significantly impacting the nearby circulation system. 3-48 T RAFFIC I MPACT A NALYSIS S EPTEMBER 2017 C HRIST O UR S AVIOR C ATHOLIC P ARISH S ANTA A NA , O RANGE C OUNTY , C ALIFORNIA P:\DOM1701\doc\Traffic Impact Analysis.docx «09/20/17» ii TABLE OF CONTENTS EXECUTIVE SUMMARY ............................................................................................................................. i TABLE OF CONTENTS .............................................................................................................................. ii LIST OF ABBREVIATIONS AND ACRONYMS ............................................................................................ iv TRAFFIC IMPACT ANALYSIS CHRIST OUR SAVIOR CATHOLIC PARISH ........................... 1 INTRODUCTION ............................................................................................................................. 1 Project Description ............................................................................................................................. 1 METHODOLOGY............................................................................................................................. 3 Study Area Intersections .................................................................................................................... 3 Intersection Level of Service Methodology ........................................................................................ 3 EXISTING CONDITIONS .................................................................................................................. 8 Existing Circulation System ................................................................................................................. 8 Adjacent School Circulation ................................................................................................................ 8 Existing Intersection Level of Service Analysis ................................................................................... 9 PROJECT IMPACTS ....................................................................................................................... 12 Church Operations............................................................................................................................ 12 Trip Generation ................................................................................................................................ 13 Trip Distribution and Assignment ..................................................................................................... 13 EXISTING PLUS PROJECT CONDITIONS ........................................................................................ 15 Existing Plus Project Intersection Level of Service Analysis .............................................................. 15 SPECIAL ISSUES ............................................................................................................................ 20 Special Event Traffic ......................................................................................................................... 20 Project Access ................................................................................................................................... 20 CONCLUSION ............................................................................................................................... 21 APPENDICES A: Existing Traffic Data B: LOS Worksheets 3-49 T RAFFIC I MPACT A NALYSIS S EPTEMBER 2017 C HRIST O UR S AVIOR C ATHOLIC P ARISH S ANTA A NA , O RANGE C OUNTY , C ALIFORNIA P:\DOM1701\doc\Traffic Impact Analysis.docx «09/20/17» iii FIGURES AND TABLES FIGURES Figure 1: Project Location ....................................................................................................................... 2 Figure 2: Site Plan ................................................................................................................................... 4 Figure 3: Study Area Intersections ......................................................................................................... 5 Figure 4: Existing Geometrics and Traffic Control .................................................................................. 6 Figure 5: Existing Traffic Volumes ........................................................................................................ 10 Figure 6: Sunday Morning Traffic Volumes .......................................................................................... 11 Figure 7: Weekday Project Trip Assignment ........................................................................................ 16 Figure 8: Sunday Project Trip Assignment ............................................................................................ 17 Figure 9: Existing Plus Project Traffic Volumes .................................................................................... 18 Figure 10: Sunday Morning Plus Project Traffic Volumes .................................................................... 19 TABLES Table A: Existing Intersection Level of Service Summary ....................................................................... 9 Table B: Project Trip Generation Summary .......................................................................................... 14 Table C: Trip Generation Comparison to Master Plan ......................................................................... 14 Table D: Existing Plus Project Intersection Level of Service Summary ................................................. 15 3-50 T RAFFIC I MPACT A NALYSIS S EPTEMBER 2017 C HRIST O UR S AVIOR C ATHOLIC P ARISH S ANTA A NA , O RANGE C OUNTY , C ALIFORNIA P:\DOM1701\doc\Traffic Impact Analysis.docx «09/20/17» iv LIST OF ABBREVIATIONS AND ACRONYMS Armstrong Ranch EIR Armstrong Ranch Development Project Environmental Impact Report CEQA California Environmental Quality Act Church Christ Our Savior Catholic Parish City City of Santa Ana HCM Highway Capacity Manual ICU Intersection Capacity Utilization LOS level of service sf square feet TIA traffic impact analysis v/c volume-to-capacity 3-51 T RAFFIC I MPACT A NALYSIS S EPTEMBER 2017 C HRIST O UR S AVIOR C ATHOLIC P ARISH S ANTA A NA , O RANGE C OUNTY , C ALIFORNIA P:\DOM1701\doc\Traffic Impact Analysis.docx «09/20/17» 1 TRAFFIC IMPACT ANALYSIS CHRIST OUR SAVIOR CATHOLIC PARISH LSA has prepared the following analysis to identify the potential traffic impacts resulting from the development of the Christ Our Savior Catholic Parish property (project) in Santa Ana, Orange County, California. LSA has prepared this analysis consistent with the City of Santa Ana (City) Capacity Calculations and Level of Service Standards and applicable provisions of the California Environmental Quality Act (CEQA). INTRODUCTION The purpose of this traffic impact analysis (TIA) is to identify potential traffic and circulation impacts associated with the development of the Christ Our Savior Catholic Parish (Church). Figure 1 shows the project location. In accordance with the approved Scope of Work (August 4, 2017), this limited scope TIA has been prepared because the proposed project is less intense than the project analyzed in the previously certified Armstrong Ranch Development Project Environmental Impact Report (Armstrong Ranch EIR) in June 2002. As such, an analysis of significant traffic impacts to City streets and intersections has already been conducted, and an access analysis will suffice to address the remaining traffic concerns. The issues addressed in this analysis include the performance of the project access intersections and interface with the arterial street system. The traffic analysis for the project examines two scenarios: 1. Existing conditions 2. Existing plus project conditions A residential project with 42 single-family homes is proposed on the property adjacent to and south of the project site. This project is in the approval process with the City as a separate application. However, the sale of the property for the residential project by the Church facilitates development of the Church project. Both projects are likely to proceed through construction on a similar timeline. Therefore, traffic volume associated with the residential project is included in the existing plus project conditions in this analysis. Project Description The existing site consists of a 4,770-square-foot (sf) sanctuary with 396 seats, 2,420 sf of office space, and 3,700 sf of courtyard space. The project proposes to demolish the existing sanctuary, office, and courtyard spaces and construct a 19,427 sf sanctuary with 1,250 seats, a 6,004 sf parish center, 4,850 sf of meeting rooms, a 16,024 sf parish hall, a 23,956 sf courtyard, and a 19,346 sf garden. The new sanctuary, parish center, and meeting rooms will be constructed first, followed by demolition of the existing structures and construction of the parish hall. 3-52 PR O J E C T SI T E AL T O N A V E AL T O N A V E BEAR ST BEAR ST G R E E N V I L L E S T G R E E N V I L L E S T R A I T T S T R A I T T S T MA C A R T H U R B L V D MA C A R T H U R B L V D FE E T 25 0 0 FIGURE 1 Project Location I: \ D O M 1 7 0 1 \ G \ L o c a t i o n . c d r ( 9 / 1 4 / 2 0 1 7 ) 50 0 N SO U R C E G o o g l e E a r t h : Christ Our Savior Church 3- 5 3 T RAFFIC I MPACT A NALYSIS S EPTEMBER 2017 C HRIST O UR S AVIOR C ATHOLIC P ARISH S ANTA A NA , O RANGE C OUNTY , C ALIFORNIA P:\DOM1701\doc\Traffic Impact Analysis.docx «09/20/17» 3 Access to the project site is currently provided via a driveway off the south leg of Raitt Street/Alton Avenue and a gated right-in/right-out driveway on Alton Avenue. The project will reconstruct the intersection of the main entry driveway with Raitt Street to provide more turn-around space. The project proposes to add a gate to the Church side of the access. The project will maintain the existing right-in/right-out driveway and gate from Alton Avenue. An additional driveway and gate with a Knox-Box is proposed at the northern terminus of Jaguar Way. The project will also construct a fire lane off this southern driveway, which will be accessible from Jaguar Way without interference from the gate. Figure 2 shows the project site plan. METHODOLOGY This TIA is prepared consistent with the objectives and requirements of the City’s Capacity Calculations and Level of Service Standards and applicable CEQA provisions. City staff reviewed the scope of work for this traffic analysis. Figure 3 illustrates the locations of the intersections included in the study area. Figure 4 provides the existing geometrics and traffic control at each study area intersection. The study area analyzed in this report includes the following intersections: Study Area Intersections 1. Raitt Street/Alton Avenue 2. Jaguar Way/Project Driveway (unsignalized) 3. Jaguar Way/Proposed Residential Driveway (unsignalized) 4. Raitt Street-Jaguar Way/MacArthur Boulevard 5. Project Driveway/Alton Avenue (unsignalized) Intersection Level of Service Methodology Traffix Version 8.0 computer software was used to determine the level of service (LOS) at signalized intersections based on the intersection capacity utilization (ICU) methodology, while Synchro Version 9.1 computer software was used at the unsignalized project driveway using the Highway Capacity Manual (HCM) methodology. The ICU methodology was used to determine the LOS for the signalized study area intersections consistent with City requirements, including 5 percent loss time, 1,700 vehicle per lane per hour capacity for through lanes, and 1,600 vehicle per lane per hour capacity for turn lanes. The ICU methodology compares the volume-to-capacity (v/c) ratios of conflicting turn movements at an intersection, sums up these critical conflicting v/c ratios for each intersection approach, and determines the overall ICU. The HCM methodology calculates the delay experienced by vehicles passing through the intersection. The resulting ICU or delay is expressed in terms of LOS, where LOS A represents free-flow activity and LOS F represents overcapacity operation. LOS is a qualitative assessment of the quantitative effects of such factors as traffic volume, roadway geometrics, speed, delay, and maneuverability on roadway and intersection operations. LOS criteria for intersections are described in detail below. 3-54 FE E T 60 0 SO U R C E d o m u s t u d i o a r c h i t e c t u r e : Site Plan I: \ D O M 1 7 0 1 \ G \ S i t e _ P l a n . c d r ( 9 / 1 4 / 2 0 1 7 ) 12 0 N FIGURE 2 Christ Our Savior Church 3- 5 5 AL T O N A V E AL T O N A V E BEAR ST BEAR ST G R E E N V I L L E S T G R E E N V I L L E S T R A I T T S T R A I T T S T MA C A R T H U R B L V D MA C A R T H U R B L V D FE E T 25 0 0 SO U R C E G o o g l e E a r t h : FIGURE 3 Study Area Intersections I: \ D O M 1 7 0 1 \ G \ S t u d y I n t e r s e c t i o n s . c d r ( 9 / 1 4 / 2 0 1 7 ) Christ Our Savior Church 50 0 N # LE G E N D - S t u d y A r e a I n t e r s e c t i o n PR O J E C T SI T E 1 3 4 2 5 3- 5 6 1 Raitt St/Alton Ave 2 Jaguar Way/South Project Dwy 3 Jaguar Way/Future Residential Dwy 4 Raitt St-Jaguar Way/MacArthur Blvd 5 East Project Dwy/Alton Ave FIGURE 4 LEGEND Signal Stop Sign Free Right Turn Christ Our Savior Church xx Proposed Geometrics Existing Geometrics and Traffic Control a c c d a c d e xvt ac d v u g ad b d ace e c d wt ac c c e cc F P:\DOM1701\figures\Fig 4-geometrics.xls 9/18/2017 3-57 T RAFFIC I MPACT A NALYSIS S EPTEMBER 2017 C HRIST O UR S AVIOR C ATHOLIC P ARISH S ANTA A NA , O RANGE C OUNTY , C ALIFORNIA P:\DOM1701\doc\Traffic Impact Analysis.docx «09/20/17» 7 LOS Description A No approach phase is fully utilized by traffic, and no vehicle waits longer than one red indication. Typically, the approach appears quite open, turns are made easily, and nearly all drivers find freedom of operation. B This service level represents stable operation, where an occasional approach phase is fully utilized, and a substantial number are nearing full use. Many drivers begin to feel restricted within platoons of vehicles. C This level still represents stable operating conditions. Occasionally, drivers may have to wait through more than one red signal indication, and backups may develop behind turning vehicles. Most drivers feel somewhat restricted, but not objectionably so. D This level encompasses a zone of increasing restriction approaching instability at the intersection. Delays to approaching vehicles may be substantial during short peaks within the peak period; however, enough cycles with lower demand occur to permit periodic clearance of developing queues, thus preventing excessive backups. E Capacity occurs at the upper end of this service level. It represents the most vehicles that any particular intersection approach can accommodate. Full utilization of every signal cycle is attained no matter how great the demand. F This level describes forced flow operations at low speeds, where volumes exceed capacity. These conditions usually result from queues of vehicles backing up from a restriction downstream. Speeds are reduced substantially, and stoppages may occur for short or long periods of time due to the congestion. In the extreme case, speed can drop to zero. LOS = level of service The relationship between LOS and the ICU value (i.e., the v/c ratio) is as follows: Level of Service Intersection Capacity Utilization A < 0.60 B 0.61–0.70 C 0.71–0.80 D 0.81–0.90 E 0.91–1.00 F > 1.00 The relationship between LOS and the HCM delay (at unsignalized intersections) is as follows: Level of Service Unsignalized Intersection Delay per Vehicle (seconds) A < 10.0 B 10.0–15.0 C 15.0–25.0 D 25.0–35.0 E 35.0–50.0 F > 50.0 The City considers LOS D to be the upper limit of satisfactory operations. Mitigation is required for any intersection where project traffic causes the intersection to deteriorate from LOS D to LOS E or F. 3-58 T RAFFIC I MPACT A NALYSIS S EPTEMBER 2017 C HRIST O UR S AVIOR C ATHOLIC P ARISH S ANTA A NA , O RANGE C OUNTY , C ALIFORNIA P:\DOM1701\doc\Traffic Impact Analysis.docx «09/20/17» 8 EXISTING CONDITIONS Existing Circulation System Key roadways in the vicinity of the project include the following: • Raitt Street is adjacent to and north of the project site. Raitt Street is a two-lane roadway facilitating travel between major arterials and ultimate destinations. • Bear Street is east of the project site. Bear Street is a four-lane arterial north of MacArthur Boulevard and a five-lane arterial south of MacArthur Boulevard. This north-south arterial provides access to State Route 73 to the south. • MacArthur Boulevard is south of the project site. MacArthur Boulevard is a six-lane east-west arterial that provides primary access to Jaguar Way and ultimately to the project site. This arterial provides regional east-west travel to the adjacent cities of Fountain Valley and Irvine. Adjacent School Circulation The primary entrance to the Church parking lot is accessed from the Raitt Street/Alton Avenue traffic signal. Traffic accesses the Church, the YMCA, and Segerstrom High School (one of the school’s access points is in this location) from the southern leg of Raitt Street. The Church holds services at 8:00 a.m. Monday, Wednesday, and Friday. Inbound trips for these services occur at the same time as inbound and drop-off trips for the high school. In order to understand how high school-generated traffic affects access, LSA staff conducted a field visit of the site on Wednesday, September 13, 2017. Raitt Street is used by some Segerstrom High School vehicular traffic as a drop-off area, although the street is not designated by the school for that purpose. During the morning drop-off, school traffic enters from Alton Avenue and many drivers seek to drop off students as close as possible to Alton Avenue. The curb in this area of the southerly projection of Raitt Street is painted red. California Vehicle Code Section 22500(c) states that a person shall not stop, park, or leave standing any vehicle whether attended or unattended in an area indicated by a sign or red paint on the curb so long as the sign or paint was erected or placed by local authorities pursuant to an ordinance. No signage is placed along Raitt Street indicating whether this is a “No Stopping” or a “No Parking” zone. Signage consistent with California Manual on Uniform Traffic Control Devices R26(S), R26A(S), or R28(S) would further support the red curb prohibition of stopping a vehicle in this area, but would not be necessary. As long as the red curb was placed by the City pursuant to an ordinance, drop-off activity would not be permitted in this area and vehicles could be cited. When vehicles stop on Raitt Street to drop off in this undesignated area, traffic flow on Raitt Street for the Church’s morning service is restricted. The southbound lane is 15.5 feet in width, which does not provide a comfortable parking and travel lane. As a result, vehicles traveling southbound slow considerably when passing stopped vehicles. Vehicles that dropped off rejoin the southbound traffic and make a U-turn at the southern end of Raitt Street. Occasionally drivers will choose to U-turn midblock rather than proceed to the end of Raitt Street. Northbound queues were not observed to 3-59 T RAFFIC I MPACT A NALYSIS S EPTEMBER 2017 C HRIST O UR S AVIOR C ATHOLIC P ARISH S ANTA A NA , O RANGE C OUNTY , C ALIFORNIA P:\DOM1701\doc\Traffic Impact Analysis.docx «09/20/17» 9 interfere with the performance of the Church’s driveway on Raitt Street, but the drop-off and turn- around activity does increase friction on Raitt Street. Drop-off activity begins to occur more frequently starting at approximately 7:35 a.m. This activity continues for 15 minutes until approximately 7:50 a.m. Currently, this period of peak drop-off activity coincides with inbound traffic to the 8:00 a.m. Church service on Monday, Wednesday, and Friday. If the drop-off activity and the traffic volume associated with school traffic continues, the project’s proposed modification of the driveway with Raitt Street will provide a benefit to traffic flow. The provision of more turn-around space will provide a defined area for turn-around movements to be conducted. The wider space for turning around will also permit all vehicles to complete the turn in one motion, eliminating the three-point turns larger vehicles now perform. The uniformity of turn- around location and continuous forward movement will decrease confusion and reduce delay for all vehicles using Raitt Street. Existing Intersection Level of Service Analysis Peak-hour intersection turn volumes were collected by National Data and Surveying Services and are provided in Appendix A. Traffic volumes at Raitt Street-Jaguar Way/MacArthur Boulevard were collected during the a.m. peak hour, the p.m. peak hour, and the hour after school (i.e., 2:15 p.m. to 3:15 p.m.) during the 2016–2017 school year on Tuesday, May 16, 2017. Traffic volumes for Raitt Street/Alton Avenue were collected during the a.m. and p.m. peak hours during the 2017–2018 school year on Wednesday, August 16, 2017. Traffic volumes were also collected from 8:00 a.m. to 10:30 a.m. (the typical Church service time) for Raitt Street/Alton Avenue and Jaguar Way/ MacArthur Boulevard on Sunday, August 20, 2017. Figure 5 presents the existing a.m. and p.m. peak-hour turn movement volumes for the study area intersections. Figure 6 presents the existing Sunday morning traffic volumes. Table A summarizes the existing a.m. and p.m. peak-hour LOS analysis (Appendix B contains all LOS calculation worksheets). As Table A indicates, all study area intersections currently operate at an acceptable LOS (LOS D or better) during both a.m. and p.m. peak hours. Table A: Existing Intersection Level of Service Summary Intersection Existing AM Peak Hour PM Peak Hour Sunday Morning ICU/Delay LOS ICU/Delay LOS ICU/Delay LOS 1. Raitt Street/Alton Avenue 0.60 B 0.51 A 0.22 A 2. Jaguar Way/Project Driveway1 N/A – N/A – N/A – 3. Jaguar Way/Proposed Residential Driveway1 N/A – N/A – N/A – 4. Jaguar Way/MacArthur Boulevard 0.72 C 0.54 A 0.17 A 5. Project Driveway/Alton Avenue1 0.0 sec A 0.0 sec A 9.1 sec A Source: LSA (September 2017). 1 Unsignalized intersection ICU = intersection capacity utilization LOS = level of service sec = seconds N/A = not applicable; intersection does not exist 3-60 45/325 229/293 63/6 373/218 365/79 569/215 31/5 1 Raitt St/Alton Ave 2 Jaguar Way/South Project Dwy 3 Jaguar Way/Future Residential Dwy 353/39 861/1773 277/104 337/624 99/34 888/399 1497/987 145/59 4 Raitt St-Jaguar Way/MacArthur Blvd 5 East Project Dwy/Alton Ave FIGURE 5 LEGEND 123/456 AM/PM Peak-Hour Volumes Christ Our Savior Church Existing Traffic Volumes 36 5 / 7 9 72 / 5 90 / 3 51 0 / 9 9 31 5 / 1 5 4 14 0 / 5 22 9 / 1 8 1 35 / 1 51 0 / 9 9 11 4 / 2 8 11 2 / 1 6 18 9 / 3 3 10/0 31 / 1 4 7 64 / 3 0 93 / 8 1 P:\DOM1701\figures\Fig 5-existing volume.xls (9/14/2017) 3-61 43 72 10 42 0 61 30 1 Raitt St/Alton Ave 2 Jaguar Way/South Project Dwy 3 Jaguar Way/Future Residential Dwy 432 19 125 2 203 411 19 4 Raitt St-Jaguar Way/MacArthur Blvd 5 East Project Dwy/Alton Ave FIGURE 6 LEGEND XXX Sunday Morning Peak Hour Volume Christ Our Savior Church Sunday Morning Traffic Volumes 0 17 8 0 67 35 14 6 21 0 121640 7 P:\DOM1701\figures\Fig 6-sunday volume.xls (9/14/2017) 3-62 T RAFFIC I MPACT A NALYSIS S EPTEMBER 2017 C HRIST O UR S AVIOR C ATHOLIC P ARISH S ANTA A NA , O RANGE C OUNTY , C ALIFORNIA P:\DOM1701\doc\Traffic Impact Analysis.docx «09/20/17» 12 PROJECT IMPACTS Church Operations The Church site was originally contemplated to hold the cathedral for the Diocese of Orange. The cathedral site would have included a larger facility capable of accommodating a larger congregation and larger special events. The cathedral site would also have been the seat for the administrative functions of the Diocese of Orange. The proposed project is a typical, neighborhood-serving Catholic church. Catholic churches in Orange County may hold services daily in the morning, on Saturday evening, and multiple times on Sunday. Classes related to the religious practice can be held during weekday evenings. Community groups may also use the facilities during weekday evenings. Special events (e.g., baptisms, quinceañeras, weddings, and funerals) may occur on Friday evenings or on Saturdays. The proposed Church will likely follow this pattern. The project is constructing a new 19,427 sf sanctuary building with seating capacity for approximately 1,250 people, which will be the primary location for religious services. Weekday morning services are planned to be held at 8:00 a.m. Monday, Wednesday, and Friday. Evening services are planned for 5:30 p.m. Tuesdays and 7:00 p.m. one Friday a month. Saturday services will be held at 5:00 p.m. and 7:00 p.m. On Sunday, services are planned for 8:30 a.m., 10:30 a.m., 12:30 p.m., 2:30 p.m., and 5:00 p.m. This planned schedule is similar to the existing schedule at the temporary facility. Individual days of particular importance in the Church calendar with higher-than- normal attendance (e.g., Ash Wednesday, Easter week, and Christmas) may require deviation from this typical schedule. In addition to the sanctuary building holding the Church services described above, the project is constructing a 16,024 sf parish hall. The parish hall will have one large assembly area with at least 6,500 sf of space and many flexible meeting rooms ranging in size from 650 sf to 900 sf each. The hours of use for the parish hall could be between 7:00 a.m. and 10:00 p.m. Weekday daytime usage will typically be incidental but occasional special events could be scheduled nonconcurrent with services. Weekday evening religious classes may use the flexible meeting rooms in the parish hall. Weekend use could include occasional special events that would be scheduled nonconcurrent with services. The parish hall will likely be used to hold services during individual days of higher-than- normal attendance (e.g., Ash Wednesday, Easter week, and Christmas). The site plan includes a 4,850 sf building providing meeting space separate from the parish hall. Individual meeting rooms will range in size from 250 sf to 1,100 sf. The potential hours of operation are between 7:00 a.m. and 10:00 p.m.; however, weekday daytime usage would typically be incidental. These meeting rooms will be the primary location for weekday and weekend evening religious classes and community groups. During services, these meeting rooms will be used as Sunday school classrooms. Access to the Church parking lot will be controlled by three gates at the three access driveways. Primary access will be taken from a newly constructed roundabout at the southern terminus of Raitt Street. A gate is proposed across the Church’s entrance from this roundabout. The gate will typically be open Monday through Friday from 7:15 a.m. to 10:00 p.m. and from 7:30 a.m. to 6:30 p.m. on 3-63 T RAFFIC I MPACT A NALYSIS S EPTEMBER 2017 C HRIST O UR S AVIOR C ATHOLIC P ARISH S ANTA A NA , O RANGE C OUNTY , C ALIFORNIA P:\DOM1701\doc\Traffic Impact Analysis.docx «09/20/17» 13 Saturday and Sunday, but the gate will remain open for any evening religious classes or community group meetings extending past these times. The northern driveway provides right-in/right-out access on Alton Avenue. This driveway has an existing gate. The northern gate will typically be open from 7:00 a.m. to 9:00 a.m. on days with a morning service and from 4:00 p.m. to 8:30 p.m. during Saturday evening services. On Sundays, the northern gate will be open from 7:30 a.m. to 6:30 p.m. The project is constructing a southern driveway with access to Jaguar Way. A gate is proposed along this driveway that would restrict access to Jaguar Way on weekdays. The southern gate would be open from 7:30 a.m. to 8:30 p.m. on Saturday and from 7:30 a.m. to 6:30 p.m. on Sunday, although this gate may remain open for any evening religious classes or community group meetings extending past these times. While the southern gate is not intended to be open during a typical weekday, individual days of high attendance may necessitate using this gate. Examples include Ash Wednesday and the week before Easter Sunday. Trip Generation Weekday daily, weekday a.m. peak hour, weekday p.m. peak hour, and Sunday peak-hour trips for the existing and proposed Church land use were generated using trip rates contained in the Institute of Transportation Engineers Trip Generation Manual (9th Edition, 2012). However, these trip generation rates appeared to generate fewer trips for the existing Church in the a.m. and p.m. peak hours than observed. Similar to the approach used in the Armstrong Ranch EIR, a.m. peak-hour trip generation was adjusted based on Church service attendance and p.m. peak-hour trip generation was adjusted to account for evening religious classes. The estimate of maximum attendance at evening religious classes is 50 percent higher than originally anticipated in the Armstrong Ranch EIR, so this trip generation has also been increased by 50 percent from the Armstrong Ranch EIR trip generation. The existing morning Church service does not use the entire facility, so a larger facility may not necessarily cause a growth in trip generation. However, this trip generation calculation projects a conservative 20 percent growth in morning service attendance. As Table B indicates, the project is estimated to generate 692 daily trips, 36 a.m. peak-hour trips, and 145 p.m. peak-hour trips. Trip generation during a Sunday Church service is projected to be 557 peak-hour trips. As mentioned above, the Armstrong Ranch EIR analyzed a larger project. When originally analyzed and approved, the Master Plan was anticipated to be a 91,000 sf Church on land currently proposed to contain the 46,305 sf Church use and 42 residential dwelling units. Table C compares the total trip generation for the two projects currently proposed in the Master Plan area to the originally analyzed and approved Master Plan. As Table C shows, fewer trips are generate than originally planned. Trip Distribution and Assignment The project trip distribution is based on existing travel patterns and regional travel utility as well as the Church trip distribution identified in the Armstrong Ranch EIR (June 2002). Gate operations also affect the travel paths available for vehicles. As such, for Sunday services, 23 percent of traffic was distributed west on MacArthur Boulevard, 23 percent was distributed east on MacArthur Boulevard, 5 percent was distributed south on Raitt Street, 17 percent was distributed north on Raitt Street, 20 percent was distributed west on Alton Avenue, and 12 percent was distributed east on Alton Avenue. However, because the southern driveway will be gated and closed on weekdays, weekday 3-64 T RAFFIC I MPACT A NALYSIS S EPTEMBER 2017 C HRIST O UR S AVIOR C ATHOLIC P ARISH S ANTA A NA , O RANGE C OUNTY , C ALIFORNIA P:\DOM1701\doc\Traffic Impact Analysis.docx «09/20/17» 14 Table B: Project Trip Generation Summary Land Use (Land Use Code) Size Units ADT AM Peak Hour PM Peak Hour Sunday Peak Hour In Out Total In Out Total In Out Total Trip Rates Church (560) TSF 9.11 0.35 0.21 0.56 0.26 0.29 0.55 5.90 6.14 12.04 Existing Use Church (560)1 7.190 TSF 66 302 0 30 2 2 4 86 86 172 Evening Religious Classes3 180 0 0 0 18 18 36 0 0 0 Total Existing 246 30 0 30 20 20 40 86 86 172 Proposed Project Trip Generation Church (560)1 46.305 TSF 422 364 0 36 12 13 25 273 284 557 Evening Religious Classes5 270 0 0 0 60 60 120 0 0 0 Total Proposed 692 36 0 36 72 73 145 273 284 557 Net New Project Trips 446 6 0 6 52 53 105 187 198 385 Source: LSA (September 2017). 1 Building area includes the Church, Parish Center, Parish Hall, and Meeting Rooms. 2 Higher trip generation was used based on observed parking demand. 3 Proportionate to projected attendance based on seating. 4 Weekday morning service does not use the full existing facility and is projected to increase no more than 20 percent. 5 Trip generation increased from Table 3.10-8 of the Armstrong Ranch Development Project Environmental Impact Report due to increased class participation projection. ADT = average daily traffic TSF = thousand square feet Table C: Trip Generation Comparison to Master Plan Land Use (Land Use Code) Size Units ADT AM Peak Hour PM Peak Hour Sunday Peak Hour In Out Total In Out Total In Out Total Trip Rates Single-Family Detached Housing (210) DU 9.52 0.19 0.56 0.75 0.63 0.37 1.00 0.46 0.40 0.86 Church (560) TSF 9.11 0.35 0.21 0.56 0.26 0.29 0.55 5.90 6.14 12.04 Projects Proposed in Master Plan Area Trip Generation Single-Family Detached Housing (210) 42 DU 400 8 24 32 26 16 42 19 17 36 Church (560) 46.305 TSF 422 36 0 36 12 13 25 273 284 557 Evening Religious Classes 270 0 0 0 60 60 120 0 0 0 Total Both Projects 1,092 44 24 68 98 89 187 292 301 593 Approved Master Plan Trip Generation Church (560)1 83.000 TSF 756 40 40 80 30 25 55 490 510 1,000 Day Care Center 4.000 TSF 317 27 24 51 25 28 53 0 0 0 Evening Religious Classes 180 0 0 0 40 40 80 0 0 0 Approved Church Total 1,253 67 64 131 95 93 188 490 510 1,000 Reduction from Approved 161 23 40 63 (3) 4 1 198 209 407 Source: LSA (September 2017). 1 AM and PM trip generation referenced from Table 3.10-8 of the Armstrong Ranch Development Project Environmental Impact Report. ADT = average daily traffic DU = dwelling units TSF = thousand square feet 3-65 T RAFFIC I MPACT A NALYSIS S EPTEMBER 2017 C HRIST O UR S AVIOR C ATHOLIC P ARISH S ANTA A NA , O RANGE C OUNTY , C ALIFORNIA P:\DOM1701\doc\Traffic Impact Analysis.docx «09/20/17» 15 trip assignment is limited to Alton Avenue. Figure 7 illustrates the project trip assignment based on the project trip generation and the trip distribution identified above during the weekday a.m. and p.m. peak hours. Figure 8 illustrates the additional trips possible during Sunday morning Church services. EXISTING PLUS PROJECT CONDITIONS Traffic generated by the project was added to the existing traffic volumes at the study area intersections. Figure 9 shows the resulting existing plus project a.m. and p.m. peak-hour traffic volumes. Figure 10 shows Sunday morning traffic volumes with the proposed Church. Both figures also include the anticipated traffic volume from the proposed residential project. Existing Plus Project Intersection Level of Service Analysis Table D summarizes the results of the existing plus project a.m. and p.m. peak-hour LOS analysis for all study area intersections. As Table D indicates, all study area intersections are anticipated to operate at an acceptable LOS (i.e., LOS D or better) in both the existing a.m. and p.m. peak hours with implementation of the project. Table D: Existing Plus Project Intersection Level of Service Summary Intersection AM Peak Hour PM Peak Hour Sunday Morning ICU/Delay LOS ICU/Delay LOS ICU/Delay LOS Existing 1. Raitt Street/Alton Avenue 0.60 B 0.51 A 0.22 A 2. Jaguar Way/Project Driveway1 N/A – N/A – N/A – 3. Jaguar Way/Proposed Residential Driveway1 N/A – N/A – N/A – 4. Jaguar Way/MacArthur Boulevard 0.72 C 0.54 A 0.17 A 5. Project Driveway/Alton Avenue1 0.0 sec A 0.0 sec A 9.1 sec A Existing Plus Project 1. Raitt Street/Alton Avenue 0.60 B 0.52 A 0.24 A 2. Jaguar Way/Project Driveway1 11.8 sec B 8.6 sec A 0.0 sec A 3. Jaguar Way/Proposed Residential Driveway1 31.8 sec D 9.9 sec A 10.4 sec B 4. Jaguar Way/MacArthur Boulevard 0.73 C 0.55 A 0.25 A 5. Project Driveway/Alton Avenue1 0.0 sec A 9.6 sec A 9.2 sec A Source: LSA (September 2017). 1 Unsignalized intersection ICU = intersection capacity utilization LOS = level of service sec = seconds N/A = not applicable; intersection does not exist As stated previously, a residential project with an access driveway on Jaguar Way has been approved, but is not currently built. Therefore, as seen in Tables A and D, there is no delay at Jaguar Way/Proposed Residential Driveway in the existing condition. With the addition of residential and Church traffic during the weekdays and on Sundays, the residential driveway on Jaguar Way is not expected to experience significant delay, according to the City’s guidelines. 3-66 1/13 1/7 1/14 1 Raitt St/Alton Ave 2 Jaguar Way/South Project Dwy 3 Jaguar Way/Future Residential Dwy 1/13 1/8 4 Raitt St-Jaguar Way/MacArthur Blvd 5 East Project Dwy/Alton Ave FIGURE 7 LEGEND XXX/YYY AM/PM Peak-Hour Volumes Christ Our Savior Church Weekday Project Trip Assignment 0/ 1 8 0/ 8 3/ 1 8 0/ 2 1 1/7 0/ 4 P:\DOM1701\figures\Fig 7-weekday project volume.xls (9/15/2017) 3-67 33 37 1 Raitt St/Alton Ave 2 Jaguar Way/South Project Dwy 3 Jaguar Way/Future Residential Dwy 62 33 63 22 4 Raitt St-Jaguar Way/MacArthur Blvd 5 East Project Dwy/Alton Ave FIGURE 8 LEGEND XXX Sunday Morning Peak Hour Volume Christ Our Savior Church Sunday Project Trip Assignment 1814 11 59 13 9 65 14 65 48 22 13 9 46 14 4 14 4 P:\DOM1701\figures\Fig 8-sunday project volume.xls (9/14/2017) 3-68 45/325 229/293 64/19 24/16 373/218 365/79 570/222 32/19 1 Raitt St/Alton Ave 2 Jaguar Way/South Project Dwy 3 Jaguar Way/Future Residential Dwy 357/53 861/1773 277/104 338/637 103/46 889/414 1497/987 145/59 4 Raitt St-Jaguar Way/MacArthur Blvd 5 East Project Dwy/Alton Ave FIGURE 9 LEGEND XXX/YYY AM/PM Peak-Hour Volumes Christ Our Savior Church Existing Plus Project Traffic Volumes 36 5 / 7 9 72 / 2 3 90 / 1 1 51 0 / 9 9 31 5 / 1 5 4 14 3 / 2 3 22 9 / 1 8 1 35 / 2 2 51 0 / 9 9 8/ 2 6 12 5 / 3 5 11 2 / 1 6 20 2 / 4 1 11/7 31 / 1 4 7 64 / 3 0 93 / 8 1 0/ 4 P:\DOM1701\figures\Fig 9-existing plus project volume.xls (9/15/2017) 3-69 43 72 33 17 42 61 37 1 Raitt St/Alton Ave 2 Jaguar Way/South Project Dwy 3 Jaguar Way/Future Residential Dwy 71 432 19 148 72 211 411 19 4 Raitt St-Jaguar Way/MacArthur Blvd 5 East Project Dwy/Alton Ave FIGURE 10 LEGEND XXX Sunday Morning Peak Hour Volume Christ Our Savior Church Sunday Morning Plus Project Traffic Volumes 18161540 11 59 13 9 19 73 15 73 48 22 13 9 67 46 14 6 14 4 14 4 P:\DOM1701\figures\Fig 10-sunday plus project.xls (9/14/2017) 3-70 T RAFFIC I MPACT A NALYSIS S EPTEMBER 2017 C HRIST O UR S AVIOR C ATHOLIC P ARISH S ANTA A NA , O RANGE C OUNTY , C ALIFORNIA P:\DOM1701\doc\Traffic Impact Analysis.docx «09/20/17» 20 Based on the City’s criteria for determining significant traffic impacts, the project will not result in a significant impact at any of the study area intersections. SPECIAL ISSUES Special Event Traffic Based on information the Church provided, the sanctuary and parish hall in the proposed project may occasionally host special events (e.g., baptisms, quinceañeras, weddings, and funerals). Baptisms and quinceañeras would be held on Saturday generally between the hours of 10:00 a.m. and 3:00 p.m. Weddings could be held on Friday (daytime or evening) or on Saturday within the hours of 10:00 a.m. and 3:00 p.m. Because of scheduled religious services on Saturday evenings, weddings do not take place Saturday evening. Funerals could be held on weekdays, typically beginning at 10:00 a.m. or 11:00 a.m., or on Saturday within the hours of 10:00 a.m. and 3:00 p.m. Attendance at these special events would be between 50 and 200 people. Trip generation for a 200-person special event would be less than the trip generation analyzed above for Sunday services. Each of the analyzed intersections was projected to operate at a satisfactory LOS during Sunday services and would similarly be anticipated to operate at a satisfactory LOS during a special event. Project Access As discussed under Project Description, access to the project site is currently provided via a driveway off the south leg of Raitt Street/Alton Avenue and a gated right-in/right-out driveway on Alton Avenue. The project will reconstruct the intersection of the main entry driveway with Raitt Street to provide more turn-around space. The project proposes to add a gate to the Church side of the access. The project will maintain the existing right-in/right-out driveway and gate from Alton Avenue. An additional driveway is proposed, connecting to Jaguar Way, to provide options and split traffic volume generated by weekend Church services. This southern driveway will be gated and closed on weekdays. The gates on all three driveways will be open during Church services on Sunday. The gate at the primary entrance will stay open during business hours. The gate on the northern right-in/right-out driveway will be open during weekday morning, Saturday evening, and Sunday services. The gate at the southern driveway will be closed on weekdays but will be open Saturday and Sunday. According to the HCM analysis, all three driveways are anticipated to operate at satisfactory LOS during the weekday a.m. and p.m. peak hours and the Sunday morning peak hour. On the typical weekdays and Sundays analyzed, the access driveways are anticipated to operate at satisfactory LOS and queues are not expected to form. During individual days of higher-than-normal attendance (i.e., Easter and Christmas) queues are known to form entering churches. The proposed site plan has 285 feet from the primary entrance to Alton Avenue and 465 feet from the southern entrance to the parking lot to MacArthur Boulevard, for a total of 750 feet of potential queue storage. This limits the potential for Church queues to impact adjacent arterial intersections on these busiest days. 3-71 T RAFFIC I MPACT A NALYSIS S EPTEMBER 2017 C HRIST O UR S AVIOR C ATHOLIC P ARISH S ANTA A NA , O RANGE C OUNTY , C ALIFORNIA P:\DOM1701\doc\Traffic Impact Analysis.docx «09/20/17» 21 CONCLUSION Based on the results of this TIA, the proposed development of the Christ Our Savior Catholic Parish could be implemented without significantly impacting the nearby circulation system. All study area intersections are anticipated to operate at a satisfactory LOS in the weekday a.m. and p.m. peak hours and the Sunday morning peak hour with the addition of project traffic. LSA considered special events and determined the effect of these events would be no greater than the analyzed Sunday services. LSA examined the project access driveways and found that the driveway and gated access would function adequately without interference to the arterial street system. 3-72 T RAFFIC I MPACT A NALYSIS S EPTEMBER 2017 C HRIST O UR S AVIOR C ATHOLIC P ARISH S ANTA A NA , O RANGE C OUNTY , C ALIFORNIA P:\DOM1701\doc\Traffic Impact Analysis.docx «09/20/17» APPENDIX A EXISTING TRAFFIC DATA 3-73 ITM Peak Hour Summary Prepared by: N ational D ata & Surveying Services Lanes 0 1 1 City: AM 114 112 189 AM NOON 0 0 0 NOON PM 28 16 33 PM AM NOON PM AM NOON PM Lanes 353 0 39 1 861 0 1773 3 1 99 0 34 277 0 104 1 3 1497 0 987 0 145 0 59 Lanes AM NOON PM AM NOON PM AM 31 64 93 AM NOON 0 0 0 NOON PM 147 30 81 PM 1 1 1 Lanes AM AM NOON NOON PM PM AM NOON PM AM NOON PM 1006 0 1948 1491 0 1916 1741 0 1080 1779 0 1101 AM NOON PM AM NOON PM AM AM NOON NOON PM PM 437258 415 179 534 0 South Leg 302827470 East Leg North Leg 180 3270 722 0 South Leg East Leg 188 0 0 10377 West Leg 0 West Leg 3017 End Total Ins & Outs North Leg 534 0 179 Northbound Approach 9:00 AM NONE 931 0 6:00 PM 516 0 Total Volume Per Leg Count Periods AM Start 2:00 PM 17-1114-003 NOON Peak Hour NOON PM 6:30 AM NONE Day: E a s t b o u n d A p p r o a c h Raitt St - Jaguar Way and MacArthur Blvd , Santa Ana PM Peak Hour 1101 516 0 103 Signalized CONTROL 445 PM 1006 0 1948 Ra i t t S t - J a g u a r W a y AM Peak Hour Tuesday We s t b o u n d A p p r o a c h Santa Ana Date: 1779 0 715 AM Peak Hour Summary Southbound Approach Project #:5/16/2017 MacArthur Blvd 3-74 Prepared by National Data & Surveying Services ID:17-01164-002 Day: City:Santa Ana Date: AM 0 0 0 0 AM NOON 0 0 0 0 NOON PM 0 0 0 0 PM AM NOON PM PM NOON AM 0 1 1 0 1 0 0 0 3 0 0 432 2 0 0 0 1 0 0 19 0 0 0 1 TEV 939 0 0 0 0 0 0 411 0 0 3 PHF 0.96 19 0 0 0 0 1 1 1 AM NOON PM PM NOON AM PM 0 0 0 0 PM NOON 0 0 0 0 NOON AM 0 16 0 40 AM Peak Hour Turning Movement Count 0 Total (PM)Total (PM) Jaguar Way & MacArthur Blvd Sunday 08/20/2017 CONTROL W E S T B O U N D 09:30 AM - 10:30 AM Total (NOON) Pedestrians (Crosswalks) Total (NOON) 451 C O U N T P E R I O D S Total (AM) PE A K H O U R S Total (AM) NONE NONE 0 0 0 Signalized Ma c A r t h u r B l v d EA S T B O U N D Jaguar Way 38 0 Jaguar Way SOUTHBOUND NONE NORTHBOUND 0 0 M a c A r t h u r B l v d 08:00 AM - 10:30 AM NONE 450 0 0 NOONAM PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 19 432 0 19 411 0 0 0 0 1 6 0 4 0 N/A N/A N/A N/A N/A N/A N/ A N/ A N/ A N / A N / A N / A 19 432 0 19 411 0 0 0 0 1 6 0 4 0 N/A N/A N/A N/A N/A N/A N/ A N/ A N/ A N / A N / A N / A N/A N/A N/A N/A N/A N/A N/ A N/ A N/ A N / A N / A N / A N/A N/A N/A N/A N/A N/A N/ A N/ A N/ A N / A N / A N / A NO O N PM AM NO O N AM PM NO O N AM PMNO O N PM AM 3-75 Prepared by National Data & Surveying Services ID:17-01164-001 Day: City:Santa Ana Date: AM 315 140 229 0 AM NOON 0 0 0 0 NOON PM 154 5 181 0 PM AM NOON PM PM NOON AM 1 1 1 0 0 325 0 45 2 293 0 229 0 0 0 0 1 6 0 63 373 0 218 1 TEV 2191 0 1411 0 0 0 0 569 0 215 2 PHF 0.78 0.94 31 0 5 0 0 1 0.5 0.5 AM NOON PM PM NOON AM PM 0 1 5 3 PM NOON 0 0 0 0 NOON AM 0 35 72 90 AM Peak Hour Turning Movement Count 16 Total (PM)Total (PM) Raitt St & Alton Ave Wednesday 08/16/2017 CONTROL W E S T B O U N D 07:15 AM - 08:15 AM Total (NOON) Pedestrians (Crosswalks) Total (NOON) 888 C O U N T P E R I O D S Total (AM) PE A K H O U R S Total (AM) NONE 05:00 PM - 06:00 PM 490 548 0 Signalized Al t o n A v e EA S T B O U N D Raitt St 234 0 Raitt St SOUTHBOUND 04:00 PM - 06:00 PM NORTHBOUND 399 0 A l t o n A v e 07:00 AM - 09:00 AM NONE 579 0 448 NOONAM PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 63 229 45 31 569 373 31 5 14 0 22 9 3 5 7 2 9 0 N/A N/A N/A N/A N/A N/A N/ A N/ A N/ A N / A N / A N / A 63 229 45 31 569 373 31 5 14 0 22 9 3 5 7 2 9 0 N/A N/A N/A N/A N/A N/A N/ A N/ A N/ A N / A N / A N / A 6 293 325 5 215 218 15 4 5 18 1 1 5 3 6 293 325 5 215 218 15 4 5 18 1 1 5 3 NO O N PM AM NO O N AM PM NO O N AM PMNO O N PM AM 3-76 Prepared by National Data & Surveying Services ID:17-01164-001 Day: City:Santa Ana Date: AM 67 35 146 0 AM NOON 0 0 0 0 NOON PM 0 0 0 0 PM AM NOON PM PM NOON AM 1 1 1 0 0 0 0 43 2 0 0 72 0 0 0 0 1 0 0 10 42 0 0 1 TEV 552 0 0 0 0 0 0 61 0 0 2 PHF 0.75 30 0 0 0 0 1 0.5 0.5 AM NOON PM PM NOON AM PM 0 0 0 0 PM NOON 0 0 0 0 NOON AM 0 21 17 8 AM Peak Hour Turning Movement Count 0 Total (PM)Total (PM) Raitt St & Alton Ave Sunday 08/20/2017 CONTROL W E S T B O U N D 09:30 AM - 10:30 AM Total (NOON) Pedestrians (Crosswalks) Total (NOON) 215 C O U N T P E R I O D S Total (AM) PE A K H O U R S Total (AM) NONE NONE 102 0 0 Signalized Al t o n A v e EA S T B O U N D Raitt St 75 0 Raitt St SOUTHBOUND NONE NORTHBOUND 0 0 A l t o n A v e 08:00 AM - 10:30 AM NONE 160 0 0 NOONAM PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 10 72 43 30 61 42 67 35 14 6 2 1 1 7 8 N/A N/A N/A N/A N/A N/A N/ A N/ A N/ A N / A N / A N / A 10 72 43 30 61 42 67 35 14 6 2 1 1 7 8 N/A N/A N/A N/A N/A N/A N/ A N/ A N/ A N / A N / A N / A N/A N/A N/A N/A N/A N/A N/ A N/ A N/ A N / A N / A N / A N/A N/A N/A N/A N/A N/A N/ A N/ A N/ A N / A N / A N / A NO O N PM AM NO O N AM PM NO O N AM PMNO O N PM AM 3-77 ITM Peak Hour Summary Prepared by: N ational D ata & Surveying Services Lanes 0 0 0 City: AM 0 0 0 AM NOON 0 0 0 NOON PM 0 0 0 PM AM NOON PM AM NOON PM Lanes 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 365 0 79 Lanes AM NOON PM AM NOON PM AM 510 0 0 AM NOON 0 0 0 NOON PM 99 0 0 PM 0 1 0 Lanes AM AM NOON NOON PM PM AM NOON PM AM NOON PM 510 0 99 0 0 0 365 0 79 0 0 0 AM NOON PM AM NOON PM AM AM NOON NOON PM PM 17899 0 79 365 0 South Leg 1788750 East Leg North Leg 0 0 875 0 South Leg East Leg 510 0 0 00 West Leg 0 West Leg 0 End Total Ins & Outs North Leg 365 0 79 Northbound Approach 9:00 AM NONE 0 0 6:00 PM 0 0 Total Volume Per Leg Count Periods AM Start 4:00 PM 17-1114-002 NOON Peak Hour NOON PM 7:00 AM NONE Day: E a s t b o u n d A p p r o a c h Raitt St - Jaguar Way and Segerstrom HS Dwy , Santa Ana PM Peak Hour 0 0 0 0 No Control CONTROL 430 PM 510 0 99 Ra i t t S t - J a g u a r W a y AM Peak Hour Tuesday We s t b o u n d A p p r o a c h Santa Ana Date: 0 0 700 AM Peak Hour Summary Southbound Approach Project #:5/16/2017 Segerstrom HS Dwy 3-78 T RAFFIC I MPACT A NALYSIS S EPTEMBER 2017 C HRIST O UR S AVIOR C ATHOLIC P ARISH S ANTA A NA , O RANGE C OUNTY , C ALIFORNIA P:\DOM1701\doc\Traffic Impact Analysis.docx «09/20/17» APPENDIX B LOS WORKSHEETS 3-79 01 Existing AM Thu Sep 14, 2017 14:55:24 Page 2-1 -------------------------------------------------------------------------------- Christ Our Savior Church DOM1701 Existing AM -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Raitt Street/Alton Avenue ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.602 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 29 Level Of Service: B ******************************************************************************** Street Name: Raitt Street Alton Avenue Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 35 72 90 229 140 315 373 569 31 63 229 45 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 Bse: 35 72 90 229 140 315 373 569 31 63 229 45 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 PHF 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 PHF Volume: 35 72 90 229 140 315 373 569 31 63 229 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 35 72 90 229 140 315 373 569 31 63 229 45 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 FinalVolume: 35 72 90 229 140 315 373 569 31 63 229 45 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 0.94 1.00 1.00 0.94 1.00 0.94 0.94 1.00 1.00 0.94 1.00 1.00 Lanes: 1.00 0.44 0.56 1.00 1.00 1.00 1.00 1.90 0.10 1.00 1.67 0.33 Final Sat.: 1600 756 944 1600 1700 1600 1600 3224 176 1600 2842 558 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.10 0.10 0.14 0.08 0.20 0.23 0.18 0.18 0.04 0.08 0.08 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 3-80 HCM 2010 TWSC 3: Jaguar Way & Future Residential Dwy 09/15/2017 Christ Our Savior Church (DOM1701) 5:00 pm 09/14/2017 01 Existing AM Synchro 9 Report LSA Analyst AY Page 1 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 0 510 0 0 365 Future Vol, veh/h 0 0 510 0 0 365 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 66 66 66 66 66 66 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 773 0 0 553 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1326 773 0 0 773 0 Stage 1 773 - - - - - Stage 2 553 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 172 399 - - 842 - Stage 1 455 - - - - - Stage 2 576 - - - - - Platoon blocked, % - -- Mov Cap-1 Maneuver 172 399 - - 842 - Mov Cap-2 Maneuver 172 - - - - - Stage 1 455 - - - - - Stage 2 576 - - - - - Approach WB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - - 842 - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) - - 0 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - - 0 - 3-81 01 Existing AM Thu Sep 14, 2017 14:55:24 Page 3-1 -------------------------------------------------------------------------------- Christ Our Savior Church DOM1701 Existing AM -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Raitt Street-Jaguar Way/MacArthur Boulevard ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.721 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 40 Level Of Service: C ******************************************************************************** Street Name: Raitt Street-Jaguar Way MacArthur Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 2 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 31 64 93 189 112 114 99 1497 145 277 861 353 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 Bse: 31 64 93 189 112 114 99 1497 145 277 861 353 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 PHF 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 PHF Volume: 31 64 93 189 112 114 99 1497 145 277 861 353 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 31 64 93 189 112 114 99 1497 145 277 861 353 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 FinalVolume: 31 64 93 189 112 114 99 1497 145 277 861 353 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 0.94 1.00 0.94 0.94 1.00 1.00 0.94 1.00 1.00 0.94 1.00 0.94 Lanes: 1.00 1.00 1.00 1.00 0.50 0.50 1.00 2.74 0.26 1.00 3.00 1.00 Final Sat.: 1600 1700 1600 1600 842 858 1600 4650 450 1600 5100 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.04 0.06 0.12 0.13 0.13 0.06 0.32 0.32 0.17 0.17 0.22 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 3-82 HCM 2010 TWSC 5: East Project Dwy & Alton Ave 09/15/2017 Christ Our Savior Church (DOM1701) 5:00 pm 09/14/2017 01 Existing AM Synchro 9 Report LSA Analyst AY Page 2 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 888 10 0 337 0 0 Future Vol, veh/h 888 10 0 337 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1124 13 0 427 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 568 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.32 Pot Cap-1 Maneuver - - 0 - 0 466 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - -- Mov Cap-1 Maneuver - - - - - 466 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)- - - - HCM Lane V/C Ratio - - - - HCM Control Delay (s) 0 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) - - - - 3-83 01 Existing PM Thu Sep 14, 2017 15:00:08 Page 2-1 -------------------------------------------------------------------------------- Christ Our Savior Church DOM1701 Existing PM -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Raitt Street/Alton Avenue ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.507 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 24 Level Of Service: A ******************************************************************************** Street Name: Raitt Street Alton Avenue Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 1 5 3 181 5 154 218 215 5 6 293 325 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 Bse: 1 5 3 181 5 154 218 215 5 6 293 325 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 PHF 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 PHF Volume: 1 5 3 181 5 154 218 215 5 6 293 325 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 1 5 3 181 5 154 218 215 5 6 293 325 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 FinalVolume: 1 5 3 181 5 154 218 215 5 6 293 325 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 0.94 1.00 1.00 0.94 1.00 0.94 0.94 1.00 1.00 0.94 1.00 0.94 Lanes: 1.00 0.62 0.38 1.00 1.00 1.00 1.00 1.95 0.05 1.00 1.00 1.00 Final Sat.: 1600 1063 638 1600 1700 1600 1600 3323 77 1600 1700 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.11 0.00 0.10 0.14 0.06 0.06 0.00 0.17 0.20 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 3-84 HCM 2010 TWSC 3: Jaguar Way & Future Residential Dwy 09/15/2017 Christ Our Savior Church (DOM1701) 5:00 pm 09/14/2017 01 Existing PM Synchro 9 Report LSA Analyst AY Page 1 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 0 99 0 0 79 Future Vol, veh/h 0 0 99 0 0 79 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 118 0 0 94 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 212 118 0 0 118 0 Stage 1 118 - - - - - Stage 2 94 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 776 934 - - 1470 - Stage 1 907 - - - - - Stage 2 930 - - - - - Platoon blocked, % - -- Mov Cap-1 Maneuver 776 934 - - 1470 - Mov Cap-2 Maneuver 776 - - - - - Stage 1 907 - - - - - Stage 2 930 - - - - - Approach WB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - - 1470 - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) - - 0 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - - 0 - 3-85 01 Existing PM Thu Sep 14, 2017 15:00:08 Page 3-1 -------------------------------------------------------------------------------- Christ Our Savior Church DOM1701 Existing PM -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Raitt Street-Jaguar Way/MacArthur Boulevard ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.537 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 25 Level Of Service: A ******************************************************************************** Street Name: Raitt Street-Jaguar Way MacArthur Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 2 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 147 30 81 33 16 28 34 987 59 104 1773 39 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 Bse: 147 30 81 33 16 28 34 987 59 104 1773 39 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 PHF 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 PHF Volume: 147 30 81 33 16 28 34 987 59 104 1773 39 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 147 30 81 33 16 28 34 987 59 104 1773 39 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 FinalVolume: 147 30 81 33 16 28 34 987 59 104 1773 39 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 0.94 1.00 0.94 0.94 1.00 1.00 0.94 1.00 1.00 0.94 1.00 0.94 Lanes: 1.00 1.00 1.00 1.00 0.36 0.64 1.00 2.83 0.17 1.00 3.00 1.00 Final Sat.: 1600 1700 1600 1600 618 1082 1600 4812 288 1600 5100 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.02 0.05 0.02 0.03 0.03 0.02 0.21 0.21 0.07 0.35 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 3-86 HCM 2010 TWSC 5: East Project Dwy & Alton Ave 09/15/2017 Christ Our Savior Church (DOM1701) 5:00 pm 09/14/2017 01 Existing PM Synchro 9 Report LSA Analyst AY Page 2 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 399 0 0 624 0 0 Future Vol, veh/h 399 0 0 624 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 424 0 0 664 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 212 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.32 Pot Cap-1 Maneuver - - 0 - 0 793 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - -- Mov Cap-1 Maneuver - - - - - 793 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)- - - - HCM Lane V/C Ratio - - - - HCM Control Delay (s) 0 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) - - - - 3-87 01 Existing Sunday Thu Sep 14, 2017 15:07:00 Page 2-1 -------------------------------------------------------------------------------- Christ Our Savior Church DOM1701 Existing Sunday -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Raitt Street/Alton Avenue ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.216 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 16 Level Of Service: A ******************************************************************************** Street Name: Raitt Street Alton Avenue Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 21 17 8 146 35 67 42 61 30 10 72 43 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 Bse: 21 17 8 146 35 67 42 61 30 10 72 43 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 PHF 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 PHF Volume: 21 17 8 146 35 67 42 61 30 10 72 43 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 21 17 8 146 35 67 42 61 30 10 72 43 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 FinalVolume: 21 17 8 146 35 67 42 61 30 10 72 43 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 0.94 1.00 1.00 0.94 1.00 0.94 0.94 1.00 1.00 0.94 1.00 1.00 Lanes: 1.00 0.68 0.32 1.00 1.00 1.00 1.00 1.34 0.66 1.00 1.25 0.75 Final Sat.: 1600 1156 544 1600 1700 1600 1600 2279 1121 1600 2129 1271 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.01 0.01 0.09 0.02 0.04 0.03 0.03 0.03 0.01 0.03 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 3-88 HCM 2010 TWSC 3: Jaguar Way & Future Residential Dwy 09/15/2017 Christ Our Savior Church (DOM1701) 5:00 pm 09/14/2017 01 Existing Sunday Synchro 9 Report LSA Analyst AY Page 1 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 0 0 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1 0 0 0 0 0 Stage 1 0 - - - - - Stage 2 1 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 1022 - - - - - Stage 1 - - - - - - Stage 2 1022 - - - - - Platoon blocked, % - -- Mov Cap-1 Maneuver 1022 - - - - - Mov Cap-2 Maneuver 1022 - - - - - Stage 1 - - - - - - Stage 2 1022 - - - - - Approach WB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) - - 0 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - - - - 3-89 01 Existing Sunday Thu Sep 14, 2017 15:07:00 Page 3-1 -------------------------------------------------------------------------------- Christ Our Savior Church DOM1701 Existing Sunday -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Raitt Street-Jaguar Way/MacArthur Boulevard ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.171 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 15 Level Of Service: A ******************************************************************************** Street Name: Raitt Street-Jaguar Way MacArthur Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 2 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 16 0 40 0 0 0 2 411 19 19 432 0 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 Bse: 16 0 40 0 0 0 2 411 19 19 432 0 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 PHF 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 PHF Volume: 16 0 40 0 0 0 2 411 19 19 432 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 0 40 0 0 0 2 411 19 19 432 0 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 FinalVolume: 16 0 40 0 0 0 2 411 19 19 432 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 0.94 1.00 0.94 0.94 1.00 1.00 0.94 1.00 1.00 0.94 1.00 0.94 Lanes: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 2.87 0.13 1.00 3.00 1.00 Final Sat.: 1600 1700 1600 1600 1700 0 1600 4875 225 1600 5100 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.00 0.03 0.00 0.00 0.00 0.00 0.08 0.08 0.01 0.08 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 3-90 HCM 2010 TWSC 5: East Project Dwy & Alton Ave 09/15/2017 Christ Our Savior Church (DOM1701) 5:00 pm 09/14/2017 01 Existing Sunday Synchro 9 Report LSA Analyst AY Page 2 Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 203 12 0 125 0 7 Future Vol, veh/h 203 12 0 125 0 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 75 75 75 75 75 75 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 271 16 0 167 0 9 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 143 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.32 Pot Cap-1 Maneuver - - 0 - 0 879 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - -- Mov Cap-1 Maneuver - - - - - 879 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 9.1 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)879 - - - HCM Lane V/C Ratio 0.011 - - - HCM Control Delay (s) 9.1 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) 0 - - - 3-91 02 Existing Plus Project AMMon Sep 18, 2017 16:18:15 Page 2-1 -------------------------------------------------------------------------------- Christ Our Savior Church DOM1701 Existing Plus Project AM -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Raitt Street/Alton Avenue ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.602 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 29 Level Of Service: B ******************************************************************************** Street Name: Raitt Street Alton Avenue Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 35 72 90 229 143 315 373 570 32 64 229 45 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 Bse: 35 72 90 229 143 315 373 570 32 64 229 45 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 PHF 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 PHF Volume: 35 72 90 229 143 315 373 570 32 64 229 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 35 72 90 229 143 315 373 570 32 64 229 45 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 FinalVolume: 35 72 90 229 143 315 373 570 32 64 229 45 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 0.94 1.00 1.00 0.94 1.00 0.94 0.94 1.00 1.00 0.94 1.00 1.00 Lanes: 1.00 0.44 0.56 1.00 1.00 1.00 1.00 1.89 0.11 1.00 1.67 0.33 Final Sat.: 1600 756 944 1600 1700 1600 1600 3219 181 1600 2842 558 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.10 0.10 0.14 0.08 0.20 0.23 0.18 0.18 0.04 0.08 0.08 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 3-92 HCM 2010 TWSC 2: Jaguar Way/Project Dwy & School Dwy 09/15/2017 Christ Our Savior Church (DOM1701) 5:00 pm 09/14/2017 02 Existing Plus Project AM Synchro 9 Report LSA Analyst AY Page 1 Intersection Int Delay, s/veh 10.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 365 510 0 0 0 Future Vol, veh/h 0 365 510 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 66 66 66 66 66 66 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 553 773 0 0 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1547 2 2 0 - 0 Stage 1 2 - - - - - Stage 2 1545 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 126 1082 1620 - - - Stage 1 1021 - - - - - Stage 2 194 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 66 1082 1620 - - - Mov Cap-2 Maneuver 66 - - - - - Stage 1 1021 - - - - - Stage 2 101 - - - - - Approach EB NB SB HCM Control Delay, s 11.8 9.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1620 - 1082 - - HCM Lane V/C Ratio 0.477 - 0.511 - - HCM Control Delay (s) 9.2 0 11.8 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 2.7 - 3 - - 3-93 HCM 2010 TWSC 3: Jaguar Way & Future Residential Dwy 09/15/2017 Christ Our Savior Church (DOM1701) 5:00 pm 09/14/2017 02 Existing Plus Project AM Synchro 9 Report LSA Analyst AY Page 2 Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 24 0 510 8 0 365 Future Vol, veh/h 24 0 510 8 0 365 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 66 66 66 66 66 66 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 36 0 773 12 0 553 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1332 779 0 0 785 0 Stage 1 779 - - - - - Stage 2 553 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 170 396 - - 834 - Stage 1 452 - - - - - Stage 2 576 - - - - - Platoon blocked, % - -- Mov Cap-1 Maneuver 170 396 - - 834 - Mov Cap-2 Maneuver 170 - - - - - Stage 1 452 - - - - - Stage 2 576 - - - - - Approach WB NB SB HCM Control Delay, s 31.8 0 0 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 170 834 - HCM Lane V/C Ratio - - 0.214 - - HCM Control Delay (s) - - 31.8 0 - HCM Lane LOS - - D A - HCM 95th %tile Q(veh) - - 0.8 0 - 3-94 02 Existing Plus Project AMMon Sep 18, 2017 16:18:15 Page 3-1 -------------------------------------------------------------------------------- Christ Our Savior Church DOM1701 Existing Plus Project AM -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Raitt Street-Jaguar Way/MacArthur Boulevard ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.729 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 41 Level Of Service: C ******************************************************************************** Street Name: Raitt Street-Jaguar Way MacArthur Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 2 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 31 64 93 202 112 125 103 1497 145 277 861 357 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 Bse: 31 64 93 202 112 125 103 1497 145 277 861 357 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 PHF 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 PHF Volume: 31 64 93 202 112 125 103 1497 145 277 861 357 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 31 64 93 202 112 125 103 1497 145 277 861 357 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 FinalVolume: 31 64 93 202 112 125 103 1497 145 277 861 357 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 0.94 1.00 0.94 0.94 1.00 1.00 0.94 1.00 1.00 0.94 1.00 0.94 Lanes: 1.00 1.00 1.00 1.00 0.47 0.53 1.00 2.74 0.26 1.00 3.00 1.00 Final Sat.: 1600 1700 1600 1600 803 897 1600 4650 450 1600 5100 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.04 0.06 0.13 0.14 0.14 0.06 0.32 0.32 0.17 0.17 0.22 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 3-95 HCM 2010 TWSC 5: East Project Dwy & Alton Ave 09/15/2017 Christ Our Savior Church (DOM1701) 5:00 pm 09/14/2017 02 Existing Plus Project AM Synchro 9 Report LSA Analyst AY Page 3 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 889 11 0 338 0 0 Future Vol, veh/h 889 11 0 338 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1125 14 0 428 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 570 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.32 Pot Cap-1 Maneuver - - 0 - 0 465 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - -- Mov Cap-1 Maneuver - - - - - 465 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)- - - - HCM Lane V/C Ratio - - - - HCM Control Delay (s) 0 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) - - - - 3-96 02 Existing Plus Project PMMon Sep 18, 2017 16:17:21 Page 2-1 -------------------------------------------------------------------------------- Christ Our Savior Church DOM1701 Existing Plus Project PM -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Raitt Street/Alton Avenue ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.523 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 25 Level Of Service: A ******************************************************************************** Street Name: Raitt Street Alton Avenue Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 22 23 11 181 23 154 218 222 19 19 293 325 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 Bse: 22 23 11 181 23 154 218 222 19 19 293 325 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 PHF 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 PHF Volume: 22 23 11 181 23 154 218 222 19 19 293 325 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 22 23 11 181 23 154 218 222 19 19 293 325 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 FinalVolume: 22 23 11 181 23 154 218 222 19 19 293 325 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 0.94 1.00 1.00 0.94 1.00 0.94 0.94 1.00 1.00 0.94 1.00 0.94 Lanes: 1.00 0.68 0.32 1.00 1.00 1.00 1.00 1.84 0.16 1.00 1.00 1.00 Final Sat.: 1600 1150 550 1600 1700 1600 1600 3132 268 1600 1700 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.02 0.11 0.01 0.10 0.14 0.07 0.07 0.01 0.17 0.20 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 3-97 HCM 2010 TWSC 2: Jaguar Way/Project Dwy & School Dwy 09/18/2017 Christ Our Savior Church (DOM1701) 5:00 pm 09/14/2017 02 Existing Plus Project PM Synchro 9 Report LSA Analyst AY Page 1 Intersection Int Delay, s/veh 7.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 79 99 0 0 0 Future Vol, veh/h 0 79 99 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 94 118 0 0 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 237 1 1 0 - 0 Stage 1 1 - - - - - Stage 2 236 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 751 1084 1622 - - - Stage 1 1022 - - - - - Stage 2 803 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 696 1084 1622 - - - Mov Cap-2 Maneuver 696 - - - - - Stage 1 1022 - - - - - Stage 2 744 - - - - - Approach EB NB SB HCM Control Delay, s 8.6 7.4 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1622 - 1084 - - HCM Lane V/C Ratio 0.073 - 0.087 - - HCM Control Delay (s) 7.4 0 8.6 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.2 - 0.3 - - 3-98 HCM 2010 TWSC 3: Jaguar Way & Future Residential Dwy 09/18/2017 Christ Our Savior Church (DOM1701) 5:00 pm 09/14/2017 02 Existing Plus Project PM Synchro 9 Report LSA Analyst AY Page 2 Intersection Int Delay, s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 16 0 99 26 0 79 Future Vol, veh/h 16 0 99 26 0 79 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 19 0 118 31 0 94 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 227 133 0 0 149 0 Stage 1 133 - - - - - Stage 2 94 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 761 916 - - 1432 - Stage 1 893 - - - - - Stage 2 930 - - - - - Platoon blocked, % - -- Mov Cap-1 Maneuver 761 916 - - 1432 - Mov Cap-2 Maneuver 761 - - - - - Stage 1 893 - - - - - Stage 2 930 - - - - - Approach WB NB SB HCM Control Delay, s 9.9 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 761 1432 - HCM Lane V/C Ratio - - 0.025 - - HCM Control Delay (s) - - 9.9 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0.1 0 - 3-99 02 Existing Plus Project PMMon Sep 18, 2017 16:17:21 Page 3-1 -------------------------------------------------------------------------------- Christ Our Savior Church DOM1701 Existing Plus Project PM -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Raitt Street-Jaguar Way/MacArthur Boulevard ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.548 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 26 Level Of Service: A ******************************************************************************** Street Name: Raitt Street-Jaguar Way MacArthur Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 2 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 147 30 81 41 16 35 46 987 59 104 1773 53 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 Bse: 147 30 81 41 16 35 46 987 59 104 1773 53 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 PHF 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 PHF Volume: 147 30 81 41 16 35 46 987 59 104 1773 53 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 147 30 81 41 16 35 46 987 59 104 1773 53 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 FinalVolume: 147 30 81 41 16 35 46 987 59 104 1773 53 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 0.94 1.00 0.94 0.94 1.00 1.00 0.94 1.00 1.00 0.94 1.00 0.94 Lanes: 1.00 1.00 1.00 1.00 0.31 0.69 1.00 2.83 0.17 1.00 3.00 1.00 Final Sat.: 1600 1700 1600 1600 533 1167 1600 4812 288 1600 5100 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.02 0.05 0.03 0.03 0.03 0.03 0.21 0.21 0.07 0.35 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 3-100 HCM 2010 TWSC 5: East Project Dwy & Alton Ave 09/18/2017 Christ Our Savior Church (DOM1701) 5:00 pm 09/14/2017 02 Existing Plus Project PM Synchro 9 Report LSA Analyst AY Page 3 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 414 7 0 637 0 4 Future Vol, veh/h 414 7 0 637 0 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 440 7 0 678 0 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 224 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.32 Pot Cap-1 Maneuver - - 0 - 0 779 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - -- Mov Cap-1 Maneuver - - - - - 779 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 9.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)779 - - - HCM Lane V/C Ratio 0.005 - - - HCM Control Delay (s) 9.6 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) 0 - - - 3-101 02 Existing Plus Project SuThu Sep 14, 2017 15:14:29 Page 2-1 -------------------------------------------------------------------------------- Christ Our Savior Church DOM1701 Existing Plus Project Sunday -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Raitt Street/Alton Avenue ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.243 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 16 Level Of Service: A ******************************************************************************** Street Name: Raitt Street Alton Avenue Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 59 48 22 146 46 67 42 61 37 33 72 43 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 Bse: 59 48 22 146 46 67 42 61 37 33 72 43 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 PHF 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 PHF Volume: 59 48 22 146 46 67 42 61 37 33 72 43 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 59 48 22 146 46 67 42 61 37 33 72 43 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 FinalVolume: 59 48 22 146 46 67 42 61 37 33 72 43 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 0.94 1.00 1.00 0.94 1.00 0.94 0.94 1.00 1.00 0.94 1.00 1.00 Lanes: 1.00 0.69 0.31 1.00 1.00 1.00 1.00 1.24 0.76 1.00 1.25 0.75 Final Sat.: 1600 1166 534 1600 1700 1600 1600 2116 1284 1600 2129 1271 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.04 0.04 0.09 0.03 0.04 0.03 0.03 0.03 0.02 0.03 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 3-102 HCM 2010 TWSC 2: Jaguar Way/Project Dwy & School Dwy 09/15/2017 Christ Our Savior Church (DOM1701) 5:00 pm 09/14/2017 02 Existing Plus Project Sun Synchro 9 Report LSA Analyst AY Page 1 Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 139 144 0 Future Vol, veh/h 0 0 0 139 144 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 145 150 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 295 150 150 0 - 0 Stage 1 150 - - - - - Stage 2 145 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 696 896 1431 - - - Stage 1 878 - - - - - Stage 2 882 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 696 896 1431 - - - Mov Cap-2 Maneuver 696 - - - - - Stage 1 878 - - - - - Stage 2 882 - - - - - Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1431 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) 0 - 0 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - - - - 3-103 HCM 2010 TWSC 3: Jaguar Way & Future Residential Dwy 09/15/2017 Christ Our Savior Church (DOM1701) 5:00 pm 09/14/2017 02 Existing Plus Project Sun Synchro 9 Report LSA Analyst AY Page 2 Intersection Int Delay, s/veh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 17 0 139 19 0 144 Future Vol, veh/h 17 0 139 19 0 144 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 18 0 145 20 0 150 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 305 155 0 0 165 0 Stage 1 155 - - - - - Stage 2 150 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 687 891 - - 1413 - Stage 1 873 - - - - - Stage 2 878 - - - - - Platoon blocked, % - -- Mov Cap-1 Maneuver 687 891 - - 1413 - Mov Cap-2 Maneuver 687 - - - - - Stage 1 873 - - - - - Stage 2 878 - - - - - Approach WB NB SB HCM Control Delay, s 10.4 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 687 1413 - HCM Lane V/C Ratio - - 0.026 - - HCM Control Delay (s) - - 10.4 0 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.1 0 - 3-104 02 Existing Plus Project SuThu Sep 14, 2017 15:14:29 Page 3-1 -------------------------------------------------------------------------------- Christ Our Savior Church DOM1701 Existing Plus Project Sunday -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Raitt Street-Jaguar Way/MacArthur Boulevard ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.250 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 16 Level Of Service: A ******************************************************************************** Street Name: Raitt Street-Jaguar Way MacArthur Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 2 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 16 15 40 73 15 73 72 411 19 19 432 71 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 Bse: 16 15 40 73 15 73 72 411 19 19 432 71 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 PHF 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 PHF Volume: 16 15 40 73 15 73 72 411 19 19 432 71 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 15 40 73 15 73 72 411 19 19 432 71 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 FinalVolume: 16 15 40 73 15 73 72 411 19 19 432 71 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 0.94 1.00 0.94 0.94 1.00 1.00 0.94 1.00 1.00 0.94 1.00 0.94 Lanes: 1.00 1.00 1.00 1.00 0.17 0.83 1.00 2.87 0.13 1.00 3.00 1.00 Final Sat.: 1600 1700 1600 1600 290 1410 1600 4875 225 1600 5100 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.01 0.03 0.05 0.05 0.05 0.05 0.08 0.08 0.01 0.08 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 3-105 HCM 2010 TWSC 5: East Project Dwy & Alton Ave 09/15/2017 Christ Our Savior Church (DOM1701) 5:00 pm 09/14/2017 02 Existing Plus Project Sun Synchro 9 Report LSA Analyst AY Page 3 Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 211 18 0 148 0 11 Future Vol, veh/h 211 18 0 148 0 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 75 75 75 75 75 75 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 281 24 0 197 0 15 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 153 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.32 Pot Cap-1 Maneuver - - 0 - 0 866 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - -- Mov Cap-1 Maneuver - - - - - 866 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 9.2 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)866 - - - HCM Lane V/C Ratio 0.017 - - - HCM Control Delay (s) 9.2 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) 0.1 - - - 3-106 Christ Our Savior Catholic Parish Community Outreach Meeting Report Meeting Date: December 13, 2016 I. Call to order Joe Truxaw called to order the regular meeting of Christ Our Savior Catholic Parish/ Community Outreach Meeting at 7:03p on December 13, 2016 at 2000 W Alton Ave, Santa Ana, CA 92704. II. Meeting Attended by: Fr. Steve Correz, Joe Truxaw, Luis Ramirez, Christ Our Savior Catholic Parish David Pfeifer, AIA, Principal, DomusStudio Architecture Joe Novoa, Director of Construction Management Services, Diocese of Orange Christ Our Savior Catholic Parish (COSCP) community members Community neighbors III. Welcome and Prayer Fr. Steve Correz, Pastor, Opening Prayer Joe Truxaw, 10 year parishioner of COSCP, Pastoral Council and Building Committee member - Welcome, and a brief explanation of the meeting purpose and background on the project site. Meeting Purpose: 1. To review and explore preliminary plans for the proposed development of a new Church Campus on the existing Christ Our Savior parish property. 2. To obtain input from the community that will be used by the City of Santa Ana to complete the ongoing site development process. Background: This original 14 acre site was purchased by the Diocese of Orange in 2002 from the Segerstrom Family. In 2004 the City of Santa Ana granted a Conditional Use Permit for construction of a 2650 seat cathedral facility. Christ Our Savior Cathedral Parish was formed in 2005, worshiping in temporary facilities at nearby Thorpe Fundamental and Segerstrom High School before moving onto the land in 3-107 2008 in this modular building. With the Diocese acquisition of Chrystal Cathedral in 2012, the congregation became Christ Our Savior Catholic Parish and a smaller parish church facility was envisioned. The Parcel Map to subdivide the 14 acres was approved by the Santa Ana City Council in November 2016. 8 Acres will be retained for the future church campus and 6 acres will be sold to Shea Homes for single family housing. Meeting was turned over to David Pfeifer, Architect at 7:09 IV. Architectural Aspects of the Project/COSCP Building (PowerPoint presentation attached) a) Site plan was sent to the City of Santa Ana for review on October 2016. Expected to be complete the process by Spring of 2017 b) Church will be built on an 8 acre site. c) Sale of land will be 6 acres to Shea Homes d) Buildings will be an “inward looking Campus” to avoid interruptions to the community/neighbors e) Phase 1. New Church Building, Parish Offices, and Meeting Rooms, a total of 417 parking spaces will be available when phase 1 is completed. f) Phase 2. Parish Hall, date to be determined. V. Question and Answer Section 1. What is the seating capacity? Answer: 1200 seats with 50 seats in the Choir 2. What is the distance from Armstrong properties to COSCP building? Answer: 131 ft. from Armstrong fence to parish building and 147 ft. from Shea Homes to parish building 3. How tall is the Parish Building? Answer: It is a one (1) story building, 85ft Spire, layers: 48 ft, and 38ft roofs at the Church and 24 ft tall for Parish Hall. 4. How many parking spaces after Phase 2? Answer: 488 parking spaces. 3-108 5. Will we have to deal with High School traffic once building is complete? Answer: The parish is currently working to mitigate existing traffic concerns related to Segerstrom High School parents using the private drive entrance between COSCP and the adjacent YMCA as a student drop-off. This area is private property owned by the YMCA and COSCP and is not a public street. The proposed site layout provides a turn-around area to allow a safe place for traffic to circulate in/out of the site. The existing gate at the northeast corner of the site is intended to remain. A new gate will be added at the southwest corner of the property into the existing Raitt St. (south) cul-de-sac. Said gate will be locked on weekdays, and only open on weekends for masses. 6. What is the timeline for Phase 1 and Phase 2? Answer: Exact dates are unknown as of today due to the approval process. We expect to start construction Early 2018 and to take approximately 14 months. Expect to complete project in spring of 2019. 7. Can we obtain master plans? Answer: No. Master plans have not been published yet, as they are still in the preliminary phase. 8. Where will the main entrance to our building be? Answer: Via the existing private entrance at the signalized intersection of Alton and Raitt Street (north). 9. Will there be handicap parking spaces? Answer: Yes, absolutely. 10. How far will the closest parking space be from Parish Building? Answer: About 250 feet. 11. Will construction of our church building interfere with the construction of Shea Homes? Answer: No 12. Is each phase, phase 1 and phase 2, funding dependent? Answer: Yes 13. What is the cost of Phase 1? Answer: Approximate construction/hard cost is 10 million, but still fluid. 3-109 14. Who is the construction company? Answer: A contractor has not been selected yet. 15. Where is the main entrance to Shea Homes Development? Answer: Along the east side of the Raitt St. cul-de-sac north of MacArthur. The location is preliminary and dependent upon Shea Homes. 16. What will be the capacity of the Parish Hall? Answer: Approximately 400 people, sit down. 17. Is a Gym part of the project? Answer: No. 18. What is the growth status of the YMCA? Answer: Unknown. 19. Will there be a playground on our property or has it been proposed? Answer: No. VI. Adjournment Joe Truxaw adjourned the meeting at 7:40pm. Refreshments and the project plans are available on the patio for further discussion. Minutes submitted by: Maggie Avalos 3-110 4-1 4-2 4-3 4-4 EXHIBIT 1 4-5 4-6 4-7 4-8 4-9 4-10 4-11 4-12 4-13 4-14 4-15 This page left blank intentionally. VA No. 2018-03 123 N. Jackson Street Exhibit 2 – Vicinity Zoning & Aerial Map 4-16 VA No. 2018-03 123 N. Jackson Street Exhibit 3 – Site Photos 4-17 VA No. 2018-03 123 N. Jackson Street Exhibit 4 – Site Plan N 4-18 VA No. 2018-03 123 N. Jackson Street Exhibit 5 – Floor Plan 4-19 VA No. 2018-03 123 N. Jackson Street Exhibit 5 – Elevations Exhibit 6 – Elevations 4-20 VA No. 2018-03 123 N. Jackson Street Exhibit 7 – Color Elevations 4-21 VA No. 2018-03 123 N. Jackson Street Exhibit 8 – Landscape Plan N 4-22 This page left blank intentionally.