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HomeMy WebLinkAbout2014-13 - Approving Traffic Study No. TS2012-003 for the Approximately 31 Acre Planned Community Known as Back Bay Landing Located at 300 East Coast Highway (PA2011-216)RESOLUTION NO. 2014 -13 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF NEWPORT BEACH APPROVING TRAFFIC STUDY NO. TS2012 -003 FOR THE APPROXIMATELY 31 ACRE PLANNED COMMUNITY KNOWN AS BACK BAY LANDING LOCATED AT 300 EAST COAST HIGHWAY (PA2011 -216) THE CITY COUNCIL OF THE CITY OF NEWPORT BEACH HEREBY FINDS AS FOLLOWS: SECTION 1, STATEMENT OF FACTS. An application was fled by Bayside Village Marina, LLC (Applicant) with respect to an approximately 31 -acre parcel generally located on the north of East Coast Highway and northwest of Bayside Drive, legally described Parcel 1 of PM 93 -111, (the Property) requesting approval of various legislative and related approvals that would allow for the future development of a mixed -use bayfront village comprising of up to 94,035 square feet of marine - related and visitor - serving commercial uses and up to 49 residential units (the Project). The following approvals are requested or required in order to implement the Project as proposed: a. General Plan Amendment G( PA)- To allow the development of residential units by changing the land use designation of portions of the site from Recreational and Marine Commercial (CM 0.5) to Mixed -Use Horizontal (MU -1­11). The amendment would also change the designation of the 0.304 -acre lot line adjustment area currently designated as Multiple Unit Residential (RM) to MU -H1. In addition to the land use changes, the amendment would create two new anomalies to reallocate 49 un -built residential dwelling units from the adjacent mobile home park (Anomaly No. 81) to the project site (Anomaly No. 80). b. Coastal Land Use Plan Amendment (CLUPA)- To allow the development of residential units by changing the land use designation of portions of the site from Recreational and Marine Commercial (CM -B) to Mixed -Use Horizontal (MU -H). The amendment would also change the designation of the 0.3 -acre lot line adjustment area currently designated as Multiple Unit Residential (RM -C) to MU- H. In addition to the land use changes, the amendment would also establish a site - specific development policy and a height exception to the 35 -foot Shoreline Height Limit allowing for a single, 65- foot -tall coastal public view tower. C. Code Amendment- To amend the Zoning Map of the Zoning Code to expand the current Planned Community District boundaries (PC -9) of the site to include: 1) the 0.304 -acre lot line adjustment area currently zoned as Bayside Village Mobile Home Park Planned Community (PC- 1 /MHP); and, 2) the existing 0.642 -acre portion of the project site currently zoned as Recreational and Marine Commercial (CM). d. Planned Community Development Plan (PCDP)- Adoption of a Development Plan to allow for the classification of land within the existing Planned Community boundaries and establishment of development standards, design guidelines, and City Council Resolution No. 2014 -13 Page 2 implementation of the future project and long -term operation of all planning areas of the site. e. Lot Line Adiustment (LLA)- To adjust the property boundaries between Parcel 3 (subject property) and Parcel 2 (adjacent Bayside Village Mobile Home Park) of Parcel Map No. PM 93 -111 to improve ingress and egress to the project site with a new driveway. f. Traffic Study- A traffic study pursuant to Chapter 15.40 (Traffic Phasing Ordinance) of the Municipal Code. 2. The Property currently has General Plan designations of Recreational and Marine Commercial (CM 0.5 and 0.3), Open Space (OS) and Tidelands and Submerged Lands (TS), and limited to a total maximum development of 139,680 square feet. 1 The Property is currently located within the Coastal Zone and has Coastal Land Use Plan designations of Recreational and Marine Commercial (CM -A and CM -B), Open Space (OS) and Tidelands and Submerged Lands (TS). . 4. The Property is currently located within the Planned Community zoning district (PC -9) and within the Recreational and Marine (CM 0.3) zoning district. 5. On November 7, 2013, the Planning Commission held a study session for the project in the City Hall Council Chambers, 100 Civic Center Drive, Newport Beach, on the Draft Environmental Impact Report (DEIR) and Project. 6. The Planning Commission held a public hearing on December 19, 2013, in the City Hall Council Chambers, 100 Civic Center Drive, Newport Beach, California. A notice of the time, place and purpose of the aforesaid meeting was provided in accordance with California Environmental Quality Act (CEQA) and the Newport Beach Municipal Code (NBMC). The environmental documents for the Project comprising the DEIR, Final Environmental Impact Report (FEIR) which consists of Responses to Comments, Corrections and Additions to DEIR (collectively, the EIR), and Mitigation Monitoring and Reporting Program (MMRP), the draft Findings and Facts in Support of Findings (Findings), staff report, and evidence, both written and oral, were presented to and considered by the Planning Commission at these hearings. 7. On December 19, 2013, the Planning Commission adopted Resolution No. 1928 by a unanimous vote of 7 -0, recommending certification of the Back Bay Landing FEIR (SCH No. 20121010034) and approval of the Project to the City Council. 8. The City Council held a public hearing February 11, 2014, in the City Hall Council Chambers, at 100 Civic Center Drive, Newport Beach, California. A notice of the time, place and purpose of the aforesaid meeting was provided in accordance with CEQA and the NBMC. The environmental documents for the Project comprising the FEIR, the Findings and Facts in Support of Findings (Findings), staff report, and evidence, both written and oral, were presented to and considered by the City Council at the scheduled hearing. City Council Resolution No. 2014 -13 Page 3 SECTION 2. CALIFORNIA ENVIRONMENTAL QUALITY ACT DETERMINATION. The Back Bay Landing FEIR (SCH No. 20121010034) was prepared for the Project in compliance with the CEQA, the State CEQA Guidelines, and City Council Policy K -3. 2. The City Council, having final approval authority over the Project, adopted and certified as complete and adequate the Back Bay Landing FEIR, and adopted "Findings and Facts in Support of Findings for the Back Bay Landing Project Final Environmental Impact Report" (CEQA Findings) containing within Resolution No. 2014 -10 on February 11, 2014, which are hereby incorporated by reference. 3. On the basis of the entire environmental review record, the proposed Project will have a less than significant impact upon the environment with the incorporation of mitigation measures. 4. The mitigation measures identified in the FEIR are feasible and reduce potential environmental impacts to a less than significant level. The mitigation measures would be applied to the Project through the MMRP. 5. The City Council finds that judicial challenges to the City's CEQA determinations and approvals of land use projects are costly and time consuming. In addition, project opponents often seek an award of attorneys' fees in such challenges. As project applicants are the primary beneficiaries of such approvals, it is appropriate that such applicants should bear the expense of defending against any such judicial challenge, and bear the responsibility for any costs, attorneys' fees and damages which may be awarded to a successful challenger. SECTION 3. FINDINGS. In accordance with NBMC Section 15.40.030 (Traffic Phasing Ordinance), the following findings and facts in support of such findings are set forth: Finding: A. That a traffic study for the project has been prepared in compliance with this chapter and Appendix A [NBMC Chapter 15.30], Facts in Support of Finding: A -1. A traffic study, entitled `Back Bay Landing Traffic Impact Analysis ", dated July 3, 2013, was prepared by Kunzman Associates, Inc. under the supervision of the City Traffic Engineer for the Project in compliance with Municipal Code Chapter 15.40 (Traffic Phasing Ordinance and Appendix A). City Council Resolution No. 2014 -13 Page 4 Finding: B. That, based on the weight of the evidence in the administrative record, including the traffic study, one of the findings for approval in subsection (B) can be made: 15.40.030.8.1 Construction of the project will be completed within 60 months of project approval; and 15.40.030.B. 1(a) The project will neither cause nor make an unsatisfactory level of traffic service at any impacted intersection. Facts in Support of Finding: B -1. Construction of the project is anticipated to be completed in 201612017. If the project is not completed within sixty (60) months of this approval, preparation of a new traffic study will be required. B -2. The traffic study indicates that the project will increase traffic on 11 of the 19 study intersections by one percent or more during peak hour periods one year after the completion of the project and, therefore, these 11 intersections require further Intersection Capacity Utilization (ICU) analysis. B -3. Utilizing the ICU analysis specified by the TPO, the traffic study determined that the 11 primary intersections identified will continue to operate at satisfactory levels of service as defined by the Traffic Phasing Ordinance, and no mitigation is required. B -4. Based on the weight of the evidence in the administrative record, including the traffic study, the implementation of the proposed project will neither cause nor make worse an unsatisfactory level of traffic service at any impacted primary intersection within the City of Newport Beach. Finding: C. That the project proponent has agreed to make or fund the improvements, or make the contributions, that are necessary to make the findings for approval and to comply with all conditions of approval, Facts in Support of Finding C-1. Since implementation of the proposed project will neither cause nor make worse an unsatisfactory level of traffic service at any impacted primary intersection within the City of Newport Beach, no improvements or mitigation are necessary. City Council Resolution No. 2014 -13 Page 5 SECTION 4. DECISION. NOW, THEREFORE, BE IT RESOLVED: 1. The City Council of the City of Newport Beach hereby approves Traffic Study No. TS2012 -003, attached hereto as Exhibit A and incorporated herein by reference. 2. This resolution was approved, passed and adopted at a regular meeting of the City Council of the City of Newport Beach, held on the 11 th day of February, 2014. 3. Traffic Study No. TS2012 -003 shall not become effective until the effective date of approval by the California Coastal Commission of the Coastal Land Use Plan Amendment (LC201 1 -011). ATTEST: ri O�W�� b*1 Leilani I. Brown City Clerk Rus ". Hill, It Mayor City Council Resolution No, 2014 -13 Page B EXHIBIT A TRAFFIC STUDY NO. TS2012 -003 The Traffic Study Appendices are available for review at the Planning Division of Community Development Department or at hftp: Il www .newportbeachea.govlindex.aspx ?page =2311. 1 K KUNZMAN ASSOCIATES, INC. �I ' : �1'MWA► [1IHC TRAFFIC IMPACT ANALYSIS July 1, 2013 Prepared by: Giancarlo Ganddini, P.E., Carl Ballard, LEED GA, and William Kunzman, P.E. QPOF ESS /04\ A. KU�r lF2� �GlM 3 No, TR0056 Z rn d * ?I AFF��' �q)Z�OFCAI \/ 1111 Town & Country Road, Suite 34 Orange, California 92868 (714) 973 -8383 www.traffic -engi nee r.com 51881 177 Table of Contents 1. Findings .................................................................................................. ..............................2 Existing Traffic Conditions ....................................................................... ............................... 2 TrafficSummary ...................................................................................... ............................... 3 Recommended Improvements ................................................................. ..............................5 Required Improvements ........................................................................... ..............................6 OtherConsiderations .............................................................................. ............................... 6 2. Project Description ................................................................................. ..............................8 Location.................................................................................................... ..............................8 Proposed Development ............................................................................ ..............................8 3. Existing Traffic Conditions ...................................................................... .............................11 Study Area Intersections ......................................................................... .............................11 Existing Travel Lanes and Intersection Controls ...................................... .............................12 Existing Master Plan of Arterial Highways ............................................... .............................12 ExistingTraffic Volumes .......................................................................... .............................12 Existing Intersection Capacity Utilization ................................................ .............................12 4. Project Traffic ...................................................................................... ............................... 20 TripGeneration ....................................................................................... .............................20 Trip Distribution and Assignment ............................................................ .............................21 Project - Related Traffic ............................................................................. .............................21 S. Existing (Year 2012) + Project Analysis ................................................. ............................... 27 Intersection Capacity Utilization ............................................................. .............................27 SignificanceCriteria ................................................................................. .............................27 6. TPO Analysis .......................................................................................... .............................31 ApprovedProjects ................................................................................... .............................31 RegionalGrowth ...................................................................................... .............................31 One - Percent Methodology ...................................................................... .............................32 Intersection Capacity Utilization ............................................................. .............................33 SignificanceCriteria ................................................................................. .............................33 7. CEQA Analysis ........................................................................................ .............................43 CumulativeProjects ................................................................................. .............................43 Intersection Capacity Utilization ............................................................. .............................43 SignificanceCriteria ................................................................................. .............................44 8. Delay Analysis ...................................................................................... ............................... 53 DelayMethodology ................................................................................. .............................53 DelayCalculations ................................................................................... .............................53 9. Orange County Congestion Management Program ............................... ............................... 55 County Congestion Management Program ( CMP) .................................. .............................55 SignificanceCriteria ................................................................................. .............................55 10. Other Considerations ............................................................................. .............................57 Site Access Evaluation ........................................................................... ............................... 57 QueueAnalysis ........................................................................................ .............................57 Relationship to General Plan ................................................................... .............................58 11. Recommendations ................................................................................. .............................63 Recommended Improvements ................................................................ .............................63 :L72 Required Improvements .......................................................................... .............................63 OtherConsiderations .............................................................................. .............................64 Appendices Appendix A Glossary of Transportation Terms Appendix B Year 2011/2012 Traffic Count Worksheets Appendix C Explanation and Calculation of Intersection Capacity Utilization Appendix D Trip Generation - Existing Project Site and Additional Sources Appendix E Approved Project Data Appendix F Regional Traffic Annual Growth Rate Appendix G TPO One - Percent Analysis Calculation Worksheets Appendix H Cumulative Project Data Appendix I Explanation and Calculation of Intersection Delay Appendix J Site Access Evaluations Intersection Capacity Utilization Worksheets Appendix K Queue Analysis Worksheets 17J List of Tables Table 1. Existing (Year 2012) Intersection Capacity Utilization and Levels of Service ................13 Table 2. Project Trip Generation ................................................................... .............................22 Table 3. Existing (Year 2012) + Project Analysis Intersection Capacity Utilization and Levels ofService ........................................................................................ ............................... 28 Table 4. Approved Project List ....................................................................... .............................34 Table 5. TPO Analysis One- Percent Threshold .............................................. .............................35 Table 6. TPO Analysis Intersection Capacity Utilization and Levels of Service ...........................36 Table 7. Cumulative Project List .................................................................... .............................45 Table 8. CEQA Analysis Intersection Capacity Utilization and Levels of Service ........................46 Table 9. Intersection Delay and Level of Service Summary ........................... .............................54 Table 10. Site Access Evaluations Intersection Capacity Utilization and Level of Service ............ 59 Table 11. Queue Analysis Summary ................................................................ .............................60 :I List of Figures Figure 1. Project Location Map ........................................................................ ..............................9 Figure2. Site Plan ........................................................................................... .............................10 Figure 3. Existing Intersection Controls .......................................................... .............................14 Figure 4. Existing Travel Lanes ........................................................................ .............................15 Figure 5. City of Newport Beach General Plan Circulation Element ............... .............................16 Figure 6. City of Newport Beach General Plan Roadway Cross - Sections ....... .............................17 Figure 7. Existing (Year 2012) Morning Peak Hour Intersection Turning Movement Volumes... 18 Figure 8. Existing (Year 2012) Evening Peak Hour Intersection Turning Movement Volumes.... 19 Figure 9. Project Trip Distribution - Commercial ............................................ .............................23 Figure 10. Project Trip Distribution — Residential ............................................. .............................24 Figure 11. Project Morning Peak Hour Intersection Turning Movement Volumes ....................... 25 Figure 12. Project Evening Peak Hour Intersection Turning Movement Volumes ........................ 26 Figure 13. Existing (Year 2012) + Project Morning Peak Hour Intersection Turning Movement Volumes......................................................................................... ............................... 29 Figure 14. Existing (Year 2012) + Project Evening Peak Hour Intersection Turning Movement Volumes........................................................................................... .............................30 Figure 15. Approved Projects Morning Peak Hour Intersection Turning Movement Volumes..... 37 Figure 16. Approved Projects Evening Peak Hour Intersection Turning Movement Volumes...... 38 Figure 17. Existing+ Growth (Year 2017) +Approved Projects Morning Peak Hour Intersection Turning Movement Volumes ....................................... .............................39 Figure 18. Existing+ Growth (Year 2017) +Approved Projects Evening Peak Hour Intersection Turning Movement Volumes ........................................................... .............................40 Figure 19. Existing + Growth (Year 2017) +Approved Projects + Project Morning Peak Hour Intersection Turning Movement Volumes ....................................... .............................41 Figure 20. Existing+ Growth (Year 2017) +Approved Projects + Project Evening Peak Hour Intersection Turning Movement Volumes ....................................... .............................42 Figure 21. Cumulative Projects Morning Peak Hour Intersection Turning Movement Volumes.. 47 Figure 22. Cumulative Projects Evening Peak Hour Intersection Turning Movement Volumes ...48 Figure23. Existing+ Growth (Year 2017) +Approved Projects+ Cumulative Projects Morning 121 Peak Hour Intersection Turning Movement Volumes ..................... .............................49 Figure 24. Existing + Growth (Year 2017) + Approved Projects+ Cumulative Projects Evening Peak Hour Intersection Turning Movement Volumes ..................... .............................50 Figure 25. Existing + Growth (Year 2017) + Approved Projects+ Cumulative Projects + Project Morning Peak Hour Intersection Turning Movement Volumes ...... .............................51 Figure 26. Existing + Growth (Year 2017) + Approved Projects+ Cumulative Projects + Project Evening Peak Hour Intersection Turning Movement Volumes ........ .............................52 Figure 27. Proposed Project - Related Improvement ......................................... .............................61 Figure 28. Circulation Recommendations ......................................................... .............................65 121 Back Bay Landing Traffic Impact Analysis This report contains the traffic impact analysis for the Back Bay Landing project in the City of Newport Beach. The traffic report contains documentation of existing traffic conditions, traffic generated by the project, distribution of the project generated traffic to the surrounding roadway network, and an analysis of future traffic conditions. Each of these topics are contained in separate sections of the report. The first section is "Findings ", and subsequent sections expand upon the findings. In this way, information on any particular aspect of the study can be easily located by the reader. The project site is currently developed as a recreation vehicle /boat storage facility and is located at 300 East Coast Highway, on the northwest corner of the Bayside Drive and East Coast Highway intersection. The proposed project is the redevelopment of an approximately 7 -acre site. The existing project site is currently developed with storage space for recreational vehicles and small boats on trailers, a marina, Pearson's Port, and overflow parking for adjacent residential uses. The proposed project design includes constructing a mixed -use development including retail, restaurant, office, dry stack storage, residential, and marina land uses. At this stage, the proposed design is conceptual, but includes the maximum likely quantity of land uses to be developed at the project site. Although this is a technical report, every effort has been made to write the report clearly and concisely. To assist the reader with those terms unique to transportation engineering, a glossary of terms is provided in Appendix A. 122 1. Findings This section summarizes the existing traffic conditions, project traffic impacts, and the proposed mitigation measures. Existing Traffic Conditions The proposed project is the redevelopment of an approximately 7 -acre site. The existing project site is currently developed as a storage space for recreational vehicles and small boats on trailers. The proposed project design includes constructing a mixed -use development including retail, restaurant, office, dry stack storage, residential, and marina land uses. b. The project site currently has access to Bayside Drive. C. Pursuant to discussions with the City of Newport Beach staff, the study area includes the following study area intersections: Newport Boulevard SB Ramp (NS) at: West Coast Highway (EW) Riverside Avenue (NS) at: West Coast Highway (EW) Tustin Avenue (NS) at: West Coast Highway (EW) Irvine Avenue (NS) at: 19th Street /Dover Drive (EW) 17th Street /Westcliff Drive (EW) Dover Drive (NS) at: Westcliff Drive (EW) 16th Street (EW) West Coast Highway (EW) Bayside Drive (NS) at: East Coast Highway (EW) Jamboree Road (NS) at: San Joaquin Hills Road (EW) Santa Barbara Drive (EW) East Coast Highway (EW) Santa Cruz Drive (NS) at: San Joaquin Hills Road (EW) WIN Santa Rosa Drive (NS) at: San Joaquin Hills Road (EW) Newport Center Drive (NS) at: East Coast Highway (EW) Avocado Avenue (NS) at: East Coast Highway (EW) MacArthur Boulevard (NS) at: San Joaquin Hills Road (EW) San Miguel Drive (EW) East Coast Highway (EW) d. For existing (Year 2012) traffic conditions, the study area intersections currently operate at Level of Service D or better during the morning /evening peak hours. Traffic Summary a. The proposed project design includes constructing a mixed -use development including retail, restaurant, office, dry stack storage, residential, and marina land uses. The project also proposes construction of a southbound right turn lane and conversion of the existing southbound through lane to a shared through /left turn lane at the Bayside Drive /East Coast Highway intersection. A westbound "right turn in" only access from East Coast Highwayjust west of Bayside Drive is proposed as an optional secondary access. b. The net new trips generated by the proposed development is projected to be approximately 2,721 daily vehicle trips, 127 additional trips of which occur in the morning peak hour and 178 additional trips of which occur during the evening peak hour. C. For existing (Year 2012) + project traffic conditions, the study area intersections are projected to operate at Level of Service D or better during the morning /evening peak hours. d. As shown in Table 3 for the existing (Year 2012) + project analysis, the project - generated traffic did not result in a significant impact at the study area intersections; therefore, no improvements are recommended at the study area intersections. e. The City of Newport Beach staff provided the list of approved and cumulative projects within the study area. The approved projects consist of development that has been approved but are not fully completed. Cumulative projects are known, but not approved project developments that are reasonably expected to be completed or nearly completed at the same time as the proposed project. f. The Traffic Phasing Ordinance (TPO) analysis resulted in the following study area intersections exceeding the one - percent threshold and requiring additional analysis: 3 18'4' Riverside Avenue (NS) at: West Coast Highway (EW) — Morning Peak Hour & Evening Peak Hour Tustin Avenue (NS) at: West Coast Highway (EW) — Morning Peak Hour & Evening Peak Hour Irvine Avenue (NS) at: 19th Street /Dover Drive (EW) — Evening Peak Hour 17th Street /Westcliff Drive (EW) — Morning Peak Hour & Evening Peak Hour Dover Drive (NS) at: Westcliff Drive (EW) — Morning Peak Hour & Evening Peak Hour 16th Street (EW) — Morning Peak Hour & Evening Peak Hour West Coast Highway (EW) — Morning Peak Hour & Evening Peak Hour Bayside Drive (NS) at: East Coast Highway (EW) — Morning Peak Hour & Evening Peak Hour Jamboree Road (NS) at: San Joaquin Hills Road (EW) — Morning Peak Hour & Evening Peak Hour Santa Barbara Drive (EW) — Evening Peak Hour East Coast Highway (EW) — Evening Peak Hour g. For existing + growth (Year 2017) + approved projects traffic conditions, the study area intersections are projected to operate at Level of Service D or better during the morning /evening peak hours, except for the following study area intersections that operate at Level of Service E during the peak hours: Newport Boulevard SB Ramp (NS) at: West Coast Highway (EW) (Morning Peak Hour, Level of Service E) Jamboree Road (NS) at: San Joaquin Hills Road (EW) (Evening Peak Hour, Level of Service E) h. For existing + growth (Year 2017) + approved projects + project traffic conditions, the study area intersections are projected to operate at Level of Service D or better during the morning /evening peak hours, except for the following study area intersections that operate at Level of Service E during the peak hours: Newport Boulevard SB Ramp (NS) at: West Coast Highway (EW) (Morning Peak Hour, Level of Service E) Jamboree Road (NS) at: San Joaquin Hills Road (EW) (Evening Peak Hour, Level of Service E) As shown in Table 6 for the TPO analysis, the project - generated traffic did not result in a significant impact at the study area intersections (increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the 125 morning /evening peak hours); therefore, no improvements are recommended at the study area intersections. j. For existing + growth (Year 2017) + approved projects + cumulative projects traffic conditions, the study area intersections are projected to operate at Level of Service D or better during the morning /evening peak hours, except for the following study area intersections that are projected to operate at Level of Service E during the peak hours: Newport Boulevard SB Ramp (NS) at: West Coast Highway (EW) (Morning Peak Hour, Level of Service E) Jamboree Road (NS) at: San Joaquin Hills Road (EW) (Evening Peak Hour, Level of Service E) k. For existing + growth (Year 2017) + approved projects + cumulative projects + project traffic conditions, the study area intersections are projected to operate at Level of Service D or better during the morning /evening peak hours, except for the following study area intersections that are projected to operate at Level of Service E during the peak hours: Newport Boulevard SB Ramp (NS) at: West Coast Highway (EW) (Morning Peak Hour, Level of Service E) Jamboree Road (NS) at: San Joaquin Hills Road (EW) (Evening Peak Hour, Level of Service E) I. As shown in Table 8 for the CEQA analysis, the project - generated traffic did not result in a significant impact at the study area intersections (increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the morning /evening peak hours); therefore, no improvements are recommended at the study area intersections. M. Based upon the delay methodology required by the California Department of Transportation, the delay and Level of Service summary for the study area intersections are shown in Table 9. As previously noted, the project generated traffic did not result in a significant impact at the study area intersections. n. Based upon the CMP thresholds, the project - generated traffic did not result in a significant impact at the study area intersections; therefore, no improvements are recommended at the study area intersections. Recommended Improvements a. Site - specific circulation and access recommendations are depicted on Figure 29. b. On -site parking shall be provided to meet City of Newport Beach parking code requirements. I.". RVA C. Sight distance at the project accesses shall be reviewed with respect to City of Newport Beach standards in conjunction with the preparation of final grading, landscaping, and street improvement plans. d. On -site traffic signing and striping shall be implemented in conjunction with detailed construction plans for the project and as approved by the City of Newport Beach. Required Improvements a. As shown in Table 3 for the existing (Year 2012) + project analysis, the project - generated traffic did not result in a significant impact at the study area intersections (increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the morning /evening peak hours); therefore, no improvements are recommended at the study area intersections. b. As shown in Table 6 for the TPO analysis, the project - generated traffic did not result in a significant impact at the study area intersections (increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the morning /evening peak hours); therefore, no improvements are recommended at the study area intersections. C. As shown in Table 8 for the CEQA analysis, the project - generated traffic did not result in a significant impact at the study area intersections (increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the morning /evening peak hours); therefore, no improvements are recommended at the study area intersections. d. Based upon the delay methodology required by the California Department of Transportation, the delay and Level of Service summary for the study area intersections are shown in Table 9. As previously noted, the project is projected to not have a significant impact at the study area intersections. e. Based upon the CMP thresholds, the project - generated traffic did not result in a significant impact at the study area intersections; therefore, no improvements are recommended at the study area intersections. Other Considerations a. Final design of the optional secondary access ( "right turn in" only lane on East Coast Highway) will need to accommodate bicycle use along the corridor and will require coordination with and the approval of the California Department of Transportation, the Orange County Transportation Authority, and the Orange County Sanitation District. The driveway for the Orange County Sanitation District will need to be relocated so as not to interfere with the proposed "right turn in" only lane. Based on the posted speed limit of 50 miles per hour, and assuming partial deceleration of 10 miles per hour in the through lane, the recommended length of the deceleration lane is 315 feet (see California Department of Transportation, Highway Design Manual, May 7, 2012, Table 405.2B). 10 MA b. Queue analysis of CEQA traffic conditions of the northbound left from Bayside Drive into the project driveway resulted in nominal queues (less than one vehicle). The California Department of Transportation Highway Design Manual recommends a minimum storage length of two vehicles, or 50 feet. C. A minimum of 200 feet of southbound left turn storage length should be provided at the Bayside Drive /East Coast Highway intersection under the Existing Geometry evaluation (see Table 11). d. A minimum of 120 feet of southbound left turn storage length should be provided at the Bayside Drive /East Coast Highway intersection under the Project - Related Improvements and Project - Related Improvements Plus Optional Secondary Access evaluations. The project is proposing 135 feet of southbound storage to prevent the overflow of queued southbound left vehicles from blocking the northbound left turn into the project site (see Figure 27). e. Appropriate "KEEP CLEAR" signing and pavement markings should be provided at the Bayside Drive /Project Driveway intersection. With the proposed storage lengths, if the 95th- percentile queue is exceeded, there is an additional 35 feet of storage to the "KEEP CLEAR" limit line that could store approximately one more vehicle before the northbound left turn lane is blocked. Therefore, the southbound left turn queue is not expected to reach the "KEEP CLEAR" zone, but it is recommended as a precautionary measure. VA :, 2. Project Description This section discusses the project's location, proposed development, and traffic characteristics of such a development. Figure 1 shows the project location map. Figure 2 illustrates the site plan. Location The project site is located at 300 East Coast Highway in the City of Newport Beach. The project site currently has access to Bayside Drive. Proposed Development The proposed project is the redevelopment of an approximately 7 -acre site. The existing project site is currently developed as a storage space for recreational vehicles and small boats on trailers. The proposed project design includes constructing a mixed -use development including retail, restaurant, office, dry stack storage, residential, and marina land uses. This traffic analysis evaluates the maximum likely quantity of land uses to be developed at the project site. The project proposes to improve the southbound approach of Bayside Drive /East Coast Highway. The project - related improvements include widening the roadway to accommodate left turn, shared through /left turn, and exclusive right turn southbound lanes. In addition, the project also proposes an optional secondary access consisting of "right turn in" only access from East Coast Highway. [These evaluations are analyzed and discussed in the section titled Other Considerations (Section 10)]. (✓ OVER 35 YEARS or EXCELLENT SERVICE 1- 0 Figure 1 Project Location Map 79r hsrr PPr �e z� z�rh P, Sri ce � O P i sr n m Riverside 0 s a� Z o Avenue Tustin SrZSr� m Avenue �PPr Santa Cruz ✓O Drive a9 w 7 w w 'SS w w� �O,acl �0 est Coast ryighway � a �/ (SR- 1 Newport Center Santa Rosa w w Newport Drive Drive O weayw O �PSigP East coasP RI/ hoc i San Miguel Drive m ti a° P Legend ® = Intersection Reference Number NTS K.UNZMAN ASSOCIATES, INC. 5188/1 OVER 35 YEARS or EXCELLENT SERVICE 1- 0 Figure 2 Site Plan Valet 8 Turn- Around Primary Entry Public Walkway Connection Draw Bridge Public Waterfront Plaza Public Waterfront i Promenade - _ �xranuY wm u.a a.sr YYY r roY Yw� �x aour r.,rsy swm. � ir;' mn Kayak & SUP Rental / NAP FwE.n4Y Laa�unncchu& 1 r„„ . III 1. I 1. Itgl 1.1 1. NTS 5188/2 KUNZMAN ASSOCIATES, INC. OvER 35 YEAR' OF EXCELLENT SERVICE 10 Z� 1 3. Existing Traffic Conditions The traffic conditions as they exist today are discussed below and illustrated on Figures 3 to B. Study Area Intersections Pursuant to discussions with the City of Newport Beach staff, the study area includes the following study area intersections: Newport Boulevard (NS) at: West Coast Highway (EW) Riverside Avenue (NS) at: West Coast Highway (EW) Tustin Avenue (NS) at: West Coast Highway (EW) Irvine Avenue (NS) at: 19th Street /Dover Drive (EW) 17th Street /Westcliff Drive (EW) Dover Drive (NS) at: Westcliff Drive (EW) 16th Street (EW) West Coast Highway (EW) Bayside Drive (NS) at: East Coast Highway (EW) Jamboree Road (NS) at: San Joaquin Hills Road (EW) Santa Barbara Drive (EW) East Coast Highway (EW) Santa Cruz Drive (NS) at: San Joaquin Hills Road (EW) Santa Rosa Drive (NS) at: San Joaquin Hills Road (EW) Newport Center Drive (NS) at: East Coast Highway (EW) Avocado Avenue (NS) at: East Coast Highway (EW) 11 1j 2 MacArthur Boulevard (NS) at: San Joaquin Hills Road (EW) San Miguel Drive (EW) East Coast Highway (EW) Existing Travel Lanes and Intersection Controls Figure 3 identifies the existing intersection controls and Figure 4 illustrates the existing number of through lanes for the study area intersections. Existing Master Plan of Arterial Highways Figure 5 exhibits the current City of Newport Beach General Plan Circulation Element. Both existing and future roadways are included in the Circulation Element of the General Plan and are graphically depicted on Figure 5. This figure shows the nature and extent of arterial highways that are needed to serve adequately the ultimate development depicted by the Land Use Element of the General Plan. Figure 6 shows the City of Newport Beach General Plan roadway cross - sections. Existing Traffic Volumes The City of Newport Beach staff provided Year 2011/2012 morning and evening peak hour approach volumes at each study area intersection (see Appendix B). Existing (Year 2012) morning and evening peak hour intersection turning movement volumes are shown on Figures 7 and 8, respectively. Existing Intersection Capacity Utilization Consistent with the City of Newport Beach approved methodology, the technique used to assess the operation of a signalized intersection is known as Intersection Capacity Utilization. To calculate an Intersection Capacity Utilization value, the volume of traffic using the intersection is compared with the capacity of the intersection. An Intersection Capacity Utilization value is usually expressed as a decimal. The decimal represents that portion of the hour required to provide sufficient capacity to accommodate all intersection traffic if all approaches operate at capacity. The Levels of Service for existing (Year 2012) traffic conditions have been calculated and are shown in Table 1. Existing (Year 2012) Intersection Capacity Utilization worksheets and the Level of Service description are provided in Appendix C. For existing (Year 2012) traffic conditions, the study area intersections currently operate at Level of Service D or better during the morning /evening peak hours. 12 Ij S Table 1 Existing (Year 2012) Intersection Capacity Utilization and Levels of Service L= Left; T = Through; R = Right; >> = Free Right Turn; > = Right Turn Overlap; d = De Facto Right Turn Lane ICU -LOS = Intersection Capacity Utilization - Level of Service (see Appendix Q. s TS = Traffic Signal 13 i�1f Intersection Approach Lanes' Peak Hour Traffic Northbound Southbound Eastbound Westbound ICU -LOS 2 Intersection Contro13 L T R L T R L T R L T R Morning Evening Newport Boulevard SB Ramp INS) at: West Coast Highway (EW) TS 0 0 0 2 0 1 0 2 0 0 3 1>> 0.84 -D 0.72 -C Riverside Avenue INS) at: West Coast Highway [EW) TS 0 1 0 0.5 0.5 1> 1 1.5 0.5 1 3 1 0.66 -B 0.76 -C Tustin Avenue INS) at: West Coast Highway (EW) TS 0 0 0 0 1 0 1 1 1.5 0.5 0 2.5 0.5 0.63 -13 0.57 -A Irvine Avenue (NS) at: 19th Street /Dover Drive (EW) TS 1 2 d 1 2 d 1 0.5 0.5 1 1 1 0.52 -A 0.61 -13 17th Street /Westcliff Drive (EW) TS 2 2 d 2 2 d 2 1.5 0.5 1 1.5 0.5 0.45 -A 0.70 -B Dover Drive (NS) at: Westcliff Drive (EW) TS 2 2 0 0 1 1 2 0 1>> 0 0 0 0.43 -A 0.44 -A 16th Street (EW) TS 1 2 d 1 2 d 0.5 0.5 d 1 1 1 0.50 -A 0.50 -A West Coast Highway (EW) TS 1 1.5 0.5 3 1 1 2 2.5 0.5 1 3 1>> 0.61 -B 0.67 -13 Bayside Drive (NS) at: East Coast Highway (EW) TS 2.3 0.3 0.3 1 0.5 0.5 1 3 1 1 3.5 0.5 0.64 -13 0.61 -13 Jamboree Road INS) at: San Joaquin Hills Road (EW) TS 1 3 1>> 2 3 1>> 1.5 1.5 1 1.5 1.5 1 0.60 -A 0.81 -D Santa Barbara Drive (EW) TS 1 3 1 2 3 1 1 1 1 1.5 0.5 1 0.48 -A 0.61 -13 East Coast Highway (EW) TS 1 1.5 0.5 1 2 1>> 3 3.5 0.5 2 4 1 0.56 -A 0.65 -B Santa Cruz Drive (NS) at: San Joaquin Hills Road (EW) TS 2 0.5 0.5 1 1.5 0.5 1 2.5 0.5 1 2.5 0.5 0.31 -A 0.34 -A Santa Rosa Drive INS) at: San Joaquin Hills Road (EW) TS 1 1 1> 1 1 1 1 2.5 0.5 2 2.5 0.5 0.33 -A 0.47 -A Newport Center Drive (NS) at: East Coast Highway (EW) TS 0 0 0 2 0 1>> 2 3 0 0 3 1>> 0.36 -A 0.44 -A Avocado Avenue INS) at: East Coast Highway (EW) TS 1 1 1 1.5 0.5 1>> 1 3 d 1 3 1 0.44 -A 0.50 -A MacArthur Boulevard (NS) at: San Joaquin Hills Road (EW) TS 2 3 1 2 3 1>> 3 2.5 0.5 1 2 1>> 0.63 -13 0.72 -C San Miguel Drive (EW) TS 2 3 1 2 3 1> 3 1.5 0.5 2 1.5 0.5 0.52 -A 0.47 -A East Coast Highway (EW) TS 0 0 0 2 0 1>> 2 3 0 0 3 1>> 0.67 -13 0.64 -13 L= Left; T = Through; R = Right; >> = Free Right Turn; > = Right Turn Overlap; d = De Facto Right Turn Lane ICU -LOS = Intersection Capacity Utilization - Level of Service (see Appendix Q. s TS = Traffic Signal 13 i�1f OVER 35 YEARS or EXCELLENT SERVICE 14 2� Figure 3 Existing Intersection Controls z9h 4D sr 2U rPPr z� Z,2hSt� 4D 4D PO �C� 2U t2P 0 40 6D C a 4D ��L rc6;y. 4D E 6DQ Riverside P z6th 4D p 6D 5D' d� Z o Avenue Tustin S m U Avenue a Santa Cruz ✓o 2 6D 2U0 D rive d9 Q SID w W 7 w w 4D d 5D 6D 5D 6D s SD w w � -SI�t2 2U boa °'o O 4D 4D � 9 SD t2e st Doast i-- E E o�m°' /L e j 0 odo' 6D 6 SID (SR -1f Highway i/ 4D w w aF� l SD Newport Center 6D 4D 4D Santa Rasa �6D Newpp rt 7D Drive 0 Drive 0 weayw1 Ql B d6sip,P East Co 4D 4D 6D 4D �e 4D 8D /$arty kl) 4D he 6D i San Miguel Legend r m Drive 6D` D Q ® = Intersection Reference Number O �m o 4D Q = Traffic Signal 6D o ' 6D 4 = Through Travel Lanes 4D D =Divided P,oP�e�J U =Undivided 4D NTS K.UNZMAN ASSOCIATES, INC. 5188/3 OVER 35 YEARS or EXCELLENT SERVICE 14 2� Figure 4 Existing Travel Lanes Legend I >> = Free Right Turn 9rhs > =Right Turn Overlap rye er d = Defacto Right Turn we Newport Boulevard ED Ramp/ Riverside Avenue/ Tustin Avenue/ Ijr�St�P CPd West Coast Highway West Coast Highway West Coast Highway Pr 0 , O p` 4 21 INS d-1 i a OryPrcb�r. e a b s1 o m Is q Ip 3 m' Riverside 1 Sa 0.5—D Be o Avenue Tustin Sr 6�h 7 0.53 m Avenue �PPr Santa Cruz ✓p Drive d Irvine Avenue/ 19Th Street/Dover Drive l W �ODa u yS W W� 20 ,Site �bb�o 4esr as s0 Coas t Highway �h� ^• {A� Newport tenter Santa ROSa s (SR ,I w 1.5—D N 1 / Newport\ Drive Drive w w 0.53 ," Bay. OeaYsio'p East Co Irvine Avenue/ rEo asr/y. 17th5treet /Westdifr Drive ASR. h San Miguel mDrive m o, Do P PAZ Dover Drive/ Dover Drive/ Dover Drive/ Sayade Drive/ Jamboree Road/ Jamboree Road/ Jamboree Road/ Westcliff Drive 161h Street West Coast Highway East Coast Highway San Jaaquin Hills Road Santa Barbara Drive East Coast Highway Santa Cruz Drive/ Santa Ross Drive/ Newport center Drive/ Avocado MacArthur Avenue/ Ma Boulevard/ MacArthur Boulevard/ MacArthur Boulevard/ NTS San Joaquin Hills Road San Joaquin Hills Road East Coast Highway East Coast Highway San Joaquin Hills Road San Miguel Drive East Coast Highway 5188/4 KUNZMAN ASSOCIATES, INC. Intersection reference numbers are in upper left corner of turning movement boxes. OVER 35 YEARS OF EXCELLENT SERVICE 15 1� � 1 21» 2 21 3 20.5 6 20 7 21 a�bb�a 21» �bbsi 20.5 albb�o5 21 11 2� 12 � 21 03 0.53 0.53 OVER 35 YEARS OF EXCELLENT SERVICE 15 1� � 6 20 7 21 8 21» 9 20.5 10 21 11 2� 12 � 21 a�bb.�a d�bb�l albb.�l d�bb�l dbb�1.5 d�b4�,s d�bb�� 1»3 0 0 0.53 03 d3 0.53 0.53 03 OVER 35 YEARS OF EXCELLENT SERVICE 15 1� � 13 20.5 14 2Q5 15 21» 16 21 I7 21» IB 20.5 19 21» d�bb.�l d�bb�z albb.�o d�bb.�l d�bbsl aibb.�s d�bb�o 0.53 0 0 0.53 03 d3 0.53 0.53 03 OVER 35 YEARS OF EXCELLENT SERVICE 15 1� � Figure 5 City of Newport Beach General Plan Circulation Element ri NTS ADOPTED INTERCHANGE ® PROPOSEDINTERCHANGE ROUT ES REQ UIRI NG FURTHER COORDINATION 0.75 Miles COMMUTER ROADWAY (TWO LANE UNDIVIDED) 3.24 Miles SECONDARY ROAD (FOUR LANE UNDIVIDED) 16.0E Miles SECONDARY (NOT BUILT) 0.20 Miles PRI MARY ROA D •••••- (NOT SUILT) 3.05 Miles NW OR ROAD (SIX LANE DIVIDED) 30.54 Miles EIGHT LANE ROAD (DIVIDED) 2.91 Miles SAN JOAQUIN HILLS TRANSPORTATION CORRIDOR 5.32 Miles ADOPTED FREEWAY ROUTES 4AE Miles PRIMARY ROAD PUT URE FREEWAY (FOUR LANE DIVIDED) EXTENSION 22.62 Miles 0.75 Miles KUNZMAN ASSOCIATES, INC. Source: City of Newport Beach 0\ tR 35 Venus of E]CEI i e\T SERVICE 16 5188/5 1j7 Figure 6 City of Newport Beach General Plan Roadway Cross - Sections PRINCIPAL-1411V (8 LANES DIVIDED) ,y M1 MAJOR-128' (5 LANES DIVIDED) PRIMARY =1W (4 LANES DIVIDED) T SECONDARY • 84' (4 LANES UNDIVIDED) L� CDMMUfER. S5' (2 LANES UNDIVIDED) KIINZMAN ASSOCIATES, INC. Source: City of Newport Beach 5188/6 OVER 35 YEARS or EXCELLENT SERVICE 17 1j2 CDMMUfER. S5' (2 LANES UNDIVIDED) KIINZMAN ASSOCIATES, INC. Source: City of Newport Beach 5188/6 OVER 35 YEARS or EXCELLENT SERVICE 17 1j2 734 0 132 0 X348 r 2 P �bb a 4 874 = 6s°YP p e 2059 r 1743 n "J 0 14 Newport Boulevard SB Ramp/ West Coast Highway SBB o 4 X240 r 4 -101 abbd!"-12 4 D 643 q ^> 155 D o 28 3 832 Irvine Avenue/ 19th Street /Dover Drive 748 v 5 X62 o b4-389 b -39 4 D 2303 I T 478 -D ° 180 3 817 Irvine Avenue/ 17th Street /Wastdiff Drive 583 132 0 6 88 It 4-0 '0 4 D 67�� D O��Q° 509 3 1040 0 0 773 Diver Drive/ WestcHff Drive Figure 7 Existing (Year 2012) Morning Peak Hour Intersection Turning Movement Volumes 81 132 0 88 I76 3361 0 1449 v 1040 0 I3 "J 14 X101 IS X170 - 18 `z1fi5 17 _ X651 I8 'z5 19 �' 0 ,) it 4-265 11s m 4 °' `" - �bb�a47 4-457 4 °' abb�o 4 -1051 4 ° °' abb�s3 4 -1101 =' 4 "' °' �bb'51 4 -360 4 no ° 11bb�,so 4-261 4 �bb�0 ::811642,4 ° 4 D 493' d� q D 273' q D 3153' 4 j D 1403' 4� `�' D 76� 4l p D 192s 512 -D e - a 265 -D ,�„ _ ,^'„ 1718 -D ° ° ° e 1071 -D m e 347 -D �, 79 -D ^� ^� ^e 1000 -D ° ° ° m 2923 e 2073 03 493 -- 463 383 -- 03 va 65 - 123 0 0 0 361 1369 0 1393 0 ISanta Cruz Drive/ Santa Rals Drive/ Newport Center Drive/ NTS San Joaquin Hills Road San Joaquin Hills Road East Coast Highway K.UNZMAN ASSOCIATES, INC. OVER 35 YEARS of EXCELLENT sERVICE Avocado Avenue/ MyArmar Boulevard/ MyArmar Boulevard/ MacArthur Boulevartl/ East Coast Highway San Joaquin Hills Road San Miguel Drive East Coast Highway 18 Intersection reference numbers are in 5188/7 left corner of turning movement boxes. Newport Boulevard SB Ramp/ West Coast Highway 1413 0 4 X234 4-182 �bbsao 4 D 4B3 q ° 109 D 63� 796 Irvine Avenue/ 19th Street /Dover Drive 1277 v 5 X87 0 4-554 �bbdt'-81 4 D 248 s 5 472 -D 2183 ° ,a 817 Irvine Avenue/ 17th Street /Wastdiff Drive 472 0 143 0 X515 799 2 5 0 P O� - 503 � 2 °' "; - X20 0 0 Newport Boulevard SB Ramp/ West Coast Highway 1413 0 4 X234 4-182 �bbsao 4 D 4B3 q ° 109 D 63� 796 Irvine Avenue/ 19th Street /Dover Drive 1277 v 5 X87 0 4-554 �bbdt'-81 4 D 248 s 5 472 -D 2183 ° ,a 817 Irvine Avenue/ 17th Street /Wastdiff Drive 472 0 143 0 6 799 d-0 2579 0 O� - 503 � 2 °' "; 13 X20 0 ,, 1093 Diver Drive/ WestcHff Drive Figure 8 Existing (Year 2012) Evening Peak Hour Intersection Turning Movement Volumes 38 - 143 0 799 501 0 2579 0 1569 v 1304 0 13 X20 0 14 X128 e 16 =104 ,°�' 17 0 X399 ry 18 `z35 19 X789 r �b bs4s 4-444 r' 4 °'" �bb�37a 4 -280 4 �' `�° �b b,�a 1141fi =' 4 '�'ro db bsroa 4 -1055 = 4 `O `°O �bbs31 4-292 4 `�''' �b b,225 4-173 4 n m `� - D 72 � D 67 s � q D 314 � p (° D 81s `�' � D 647 � � p � D 668 s `> `�' 486 -D 178 o "' -'- 550 -D 133 Z, a `V 1268 -D 0, o 0 o g; - 1199 -D 71�- R - P 313 -D 117 _ - - r 331 -D =126 a, ,c N p` WO 0 655 r, 689 0 0 0 295 e 1439 0 1074 ISanta Cruz Drive/ Santa Rals Drive/ Newport Center Drive/ NTS San Joaquin Hills Road San Joaquin Hills Road East Coast Highway K.UNZMAN ASSOCIATES, INC. OVER 35 YEARS of EXCELLENT SERVICE Avocado Avenue/ MyArmar Boulevard/ MyArmar Boulevard/ MacArthur Boulevartl/ East Coast Highway San Joaquin Hills Road San Miguel Drive East Coast Highway 19 Intersection reference numbers are in 5188/8 left corner of turning movement boxes. 200 4. Project Traffic The proposed project is the redevelopment of an approximately 7 -acre site. The existing project site is currently developed as a storage space for recreational vehicles and small boats on trailers. The proposed project design includes constructing a mixed -use development including retail, restaurant, office, dry stack storage, residential, and marina land uses. This traffic analysis evaluates the maximum likely quantity of land uses to be developed at the project site. Trip Generation Trips generated by the existing project were determined by collecting traffic volumes over a two day period at the project driveway (see Appendix D). The "other uses" shown in Table D -1 (see Appendix D) include trips from the existing marina, Pearson's Port, and some parking from the adjacent residential uses, which will remain after the proposed project is constructed. Only the RV /boat storage and kayak launch land uses would be displaced by the proposed project. As shown in Table 2, the displaced land uses generate approximately 39 daily vehicle trips, 3 of which occur during the morning peak hour and 8 of which occur during the evening peak hour. The trips generated by the proposed project are determined by multiplying an appropriate trip generation rate by the quantity of land use. Trip generation rates were determined for daily traffic, morning peak hour inbound and outbound traffic, and evening peak hour inbound and outbound traffic for the proposed land uses. By multiplying the traffic generation rates by the land use quantities, the project - generated traffic volumes are determined. Table 2 exhibits the trip generation rates, project peak hour volumes, and project daily traffic volumes. The trip generation rates are derived from the Institute of Transportation Engineers, Trip Generation, 8th Edition, 2008 and from Linscott, Law, and Greenspan, Dry Stack Boat Storage: Appendix D —Trip Generation Study Data, 2007 (see Appendix D). The proposed development is projected to generate approximately 2,760 daily vehicle trips, 130 of which occur during the morning peak hour and 186 of which occur during the evening peak hour. It should be noted that a 43% pass -by trip reduction was applied to the restaurant land uses based upon the Institute of Transportation Engineers, Trip Generation Handbook. 2nd Edition, 2004. Diversion of the pass -by trips was accounted for at the intersection of Bayside Drive /East Coast Highway. Because the proposed project would replace the existing storage space, the trip generation of the proposed project is equal to the net new trips between the proposed project and the existing development. The net new trips generated by the proposed development is projected to be approximately 2,721 daily vehicle trips, 127 additional trips of which occur in the morning peak hour and 178 additional trips of which occur during the evening peak hour. 00 201 Trip Distribution and Assignment Trip distribution is the determination of the directional orientation of traffic. It is based on the geographical location of employment centers, commercial centers, recreational areas, or residential area concentrations. The TPO requires the trip distribution percentages to be in increments of 5 %. Trip assignment is the determination of which specific route development traffic will use, once the generalized trip distribution is determined. The basic factors affecting route selection are minimum time path and minimum distance path. Figures 9 and 10 contain the directional distributions and assignment of the project trips for the proposed land uses. Project- Related Traffic Based on the identified trip generation and distributions, project morning and evening peak hour intersection turning movement volumes are shown on Figures it and 12, respectively. 21 202 Table 2 Project Trip Generation' I Source: Institute of Transportation Engineers, Trio Generation 8th Edition, 2008, Land Use Categories 230, 710, 814, 820, 931, and 932. TSF = Thousand Square Feet; DU = Dwelling Units ] Institute offransportation Engineers, Trip Generation does not provide morning peak hour trip generation rates for the Specialty Retail land use. Therefore, the trip generation rates for Shopping Center (land Use Category 820) were used to estimate the morning peak hour trips. 4 Institute of Transportation Engineers, Trio Generation, does not provide inbound /outbound splits for the peak hour of adjacent street traffic )one hour between 7:00 AM- 9:00 AM) for the Quality Restaurant land use. Therefore, the inbound /outbound splits for the AM peak hour of generator were used. s Source: Linscott, Law, and Greenspan, Dry Stack Boat Storage: Appendix D - Trio Generation Study Data 2007. I Based on trip generation count data for existing site (see Appendix D). The "other uses" shown in Table D-1 (see Appendix D) include trips from the existing marina, Pearson's Port, and some parking from the adjacent residential uses, which will remain after the proposed project is constructed. 7 Source: institute of Transportation Engineers, Trip Generation Handbook, 2nd Edition, 2004. 22 2 03 Peak Hour Morning Evening Inbound Outboundl Total Inbound Outbound Total Land Use Quantity Units' Daily Trip Generation Rates Specialty Retail3 TSF 0.61 0.39 1.00 1.19 1.52 2.71 44.32 Quality Restaurant° TSF 0.66 0.15 0.81 5.02 2.47 7.49 89.95 High Turnover (Sit -Down) Restaurant TSF 5.99 5.53 11.52 6.58 4.57 11.15 127.15 Office TSF 1.36 0.19 1.55 0.25 1.24 1.49 11.01 Enclosed Dry Stack Storages Spaces 0.031 0.017 0.048 0.004 0.044 0.048 0.334 Residential Condominium DU 0.07 0.37 0.44 0.35 0.17 0.52 5.81 Displaced Existing Trips Generated - - 2 1 3 3 5 8 39 RV /Boat Storage and Kayak Launcha Proposed Trips Generated Specialty Retail 32.859 TSF 20 13 33 39 50 89 1,456 Quality Restaurant 4.100 TSF 3 1 4 21 10 31 369 - Pass -By 143% Evening Peak Hour)' 0 0 0 -9 -4 -13 -13 High Turnover (Sit-Down) Restaurant 3.500 TSF 21 19 40 23 16 39 445 - Pass -By (43% Evening Peak Hour) 0 0 0 -10 -7 -17 -17 Office 17.075 TSF 23 3 26 4 21 25 188 Enclosed Dry Stack Storage 140 Spaces 4 2 6 1 6 7 47 Residential Condominium 49 DU 3 18 21 17 8 25 285 Subtotal 74 56 130 86 100 186 2,760 Net New Trios Commercial 69 37 106 66 87 153 2,436 Residential 3 18 21 17 8 25 285 Total 72 55 127 83 95 178 2,721 I Source: Institute of Transportation Engineers, Trio Generation 8th Edition, 2008, Land Use Categories 230, 710, 814, 820, 931, and 932. TSF = Thousand Square Feet; DU = Dwelling Units ] Institute offransportation Engineers, Trip Generation does not provide morning peak hour trip generation rates for the Specialty Retail land use. Therefore, the trip generation rates for Shopping Center (land Use Category 820) were used to estimate the morning peak hour trips. 4 Institute of Transportation Engineers, Trio Generation, does not provide inbound /outbound splits for the peak hour of adjacent street traffic )one hour between 7:00 AM- 9:00 AM) for the Quality Restaurant land use. Therefore, the inbound /outbound splits for the AM peak hour of generator were used. s Source: Linscott, Law, and Greenspan, Dry Stack Boat Storage: Appendix D - Trio Generation Study Data 2007. I Based on trip generation count data for existing site (see Appendix D). The "other uses" shown in Table D-1 (see Appendix D) include trips from the existing marina, Pearson's Port, and some parking from the adjacent residential uses, which will remain after the proposed project is constructed. 7 Source: institute of Transportation Engineers, Trip Generation Handbook, 2nd Edition, 2004. 22 2 03 OvER 35 YEARS of EXCELLENT SERVICE 23 204 Figure 9 Project Trip Distribution - Commercial 10% z9r hsrr PPr 10% Je mC 5% PJ 10% 5% i 50 0 0 O 10% 15 % 10% OIL i 0 5% P �- Riverside ,r o� ZAvenue Tustin Sr, 25% Avenue PP r Santa Cru `" ✓0 10% Drive d9 w 0 °/ 30%/' 7 5% 5% 5%i w w 30% 65 100% 0t 15% w� /L q0 q e t� (SR-1 lm Newport Center Santa Re f w w Newport Drive Drive 10% wBayw dls /a0 East CDast 5% 25% 10% hty i San Miguel d 10% r i Drive Q �m a° P Legend 10% = Percent To /From Project 5% NTS 5188/9 K.UNZMAN ASSOCIATES, INC. OvER 35 YEARS of EXCELLENT SERVICE 23 204 OvER 35 YEARS of EXCELLENT SERVICE 24 2015 Figure 10 Project Trip Distribution - Residential 79r hsrr PPr 5% Je z� PJ 35% c� m 0 o° o` 15% OIL 0 0 �- Riverside m ,r ao Avenue Z Tustin 9'76rh 7�P Avenue Pr Santa Cru `" oa9 10% Drive w 7 10% w w � ys w w ODma d 25% 30 0% 100% ot°'w 40% aO .L q0 a e �SR t� lm Newport Center Santa Re 1f w w Newurt Drive Drive eyw . O,. sio'P East Co 5% �Ve 70% e'StS, hoc 5% i San Miguel a` 30% r i Drive Q �m a° P Legend 10% = Percent To /From Project 15% NTS K.UNZMAN ASSOCIATES, INC. 5188/10 OvER 35 YEARS of EXCELLENT SERVICE 24 2015 Newport Boulevard SB Ramp/ West Coast Highway 60 4 �p 4-0 N q�bbso a D Os D 0� 2 ovine Ave ue/ 19th Street /Dover Drive P �2 �5 �o a ITS 0 "vine Ave ue/ 171h Street /Wastdifr Drive Oo Ov M Ov 40 ffl 13 �p e 14 Newport Boulevard SB Ramp/ West Coast Highway 60 4 �p 4-0 N q�bbso a D Os D 0� 2 ovine Ave ue/ 19th Street /Dover Drive P �2 �5 �o a ITS 0 "vine Ave ue/ 171h Street /Wastdifr Drive Direr Drive/ Wesaliff Drive Figure 11 Project Morning Peak Hour Intersection Turning Movement Volumes Ov Oo Ov M Ov 40 13 �p Direr Drive/ Wesaliff Drive Figure 11 Project Morning Peak Hour Intersection Turning Movement Volumes Ov Oo Ov Ov 40 13 �p e 14 �p e 15 'zp m 16 =p m 17 `Lp e �p e br. �a U a gbb�o a 4 a abb�o �e a dbb so a dbbso a �4 so a 0� q D Os q D 1� j D Os' % `�' D 0�' p WFE�O a q 000 3-D 000 v 8-D 000 8-D 000 3-D oeo 000 OZ O� 0-d 0� 0 0 0 0 0 0 0 0 4 0 0 ISanta Cruz Drivel Santa Rosa Drive/ Newport Center Drive/ NTS San Joaquin Hills Road San Joaquin Hills Road East Coast Highway K.UNZMAN ASSOCIATES, INC. OVER 35 YEARS of EXCELLENT SERVICE Avocado Avenue/ MnArmar Boulevard/ MnArmar Boulevard/ MacArthur Boulevartl/ East Coast Highway San Joaquin Hills Road San Miguel Drive East Coast Highway 25 Intersection reference numbers are in 5188/11 left corner of turning movement boxes. 200 90 Oo 7 �g m 2 a I b'0 4-10 4 D 0� d p D 8000 0� a 0 Newport Boulevard SB Ramp/ West Coast Highway F �4 a—o so 4 4�q�D 4 ve ue/ 19th Street /Dover Drive v 5 �q _ 4-9 n �bb�o 4 D 03'41 7 D = == 0� 0 Irvine Avenue/ 17th Street /Wastdifr Drive 70 Oo 7 6 �0 0 4-0 D 0 o��ao u� a 0 22 Dover Drive/ W ,toliff Drive Figure 12 Project Evening Peak Hour Intersection Turning Movement Volumes ISanta Cruz Drivel Santa Rosa Drive/ Newport Center Drive/ NTS San Joaquin Hills Road San Joaquin Hills Road East Coast Highway K.UNZMAN ASSOCIATES, INC. OVER 35 YEARS of EXCELLENT sERVICE Avocado Avenue/ MnArmar Boulevard/ MnArmar Boulevard/ MacArthur Boulevartl/ East Coast Highway San Joaquin Hills Road San Miguel Drive East Coast Highway 26 Intersection reference numbers are in 5188/12 left corner of turning movement boxes. Oo 1v po So 5v 50 a 14 �p a 15 ^�0 16 =p 17 �p a 18 'zp o 19 `? 0 .�o 4 dbb�o 4 albO.�o 4 dbb 4 �bbso 4 a bbs 4 D13�O ISanta Cruz Drivel Santa Rosa Drive/ Newport Center Drive/ NTS San Joaquin Hills Road San Joaquin Hills Road East Coast Highway K.UNZMAN ASSOCIATES, INC. OVER 35 YEARS of EXCELLENT sERVICE Avocado Avenue/ MnArmar Boulevard/ MnArmar Boulevard/ MacArthur Boulevartl/ East Coast Highway San Joaquin Hills Road San Miguel Drive East Coast Highway 26 Intersection reference numbers are in 5188/12 left corner of turning movement boxes. 5. Existing (Year 2012) + Project Analysis The existing (Year 2012) + project analysis has been completed for the study area intersections based upon California Environmental Quality Act (CEQA) requirements (this part of the analysis is consistent with CEQA). Intersection Capacity Utilization The City of Newport Beach methodology used to assess the operation of a signalized intersection is known as Intersection Capacity Utilization. To calculate an Intersection Capacity Utilization value the volume of traffic using the intersection is compared with the capacity of the intersection. An Intersection Capacity Utilization value is usually expressed as a decimal. The decimal represents that portion of the hour required to provide sufficient capacity to accommodate all intersection traffic if all approaches operate at capacity. The Levels of Service for existing (Year 2012) + project traffic conditions have been calculated and are shown in Table 3. Existing (Year 2012) + project morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 13 and 14, respectively. Existing (Year 2012) + project Intersection Capacity Utilization worksheets and the Level of Service description are provided in Appendix C. For existing (Year 2012) + project traffic conditions, the study area intersections are projected to operate at Level of Service D or better during the morning /evening peak hours. Significance Criteria The intersection significance criteria for the City of Newport Beach requires an increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the morning /evening peak hours. As shown in Table 3 for the existing (Year 2012) + project analysis, the project - generated traffic did not result in a significant impact at the study area intersections; therefore, no improvements are recommended at the study area intersections. iii WN Table 3 Existing (Year 2012) + Project Intersection Capacity Utilization and Levels of Service ' ICU -LOS = Intersection Capacity Utilization - Level of service (see Appendix C). L= Lek; T= Through; R= Right; »= Free Right Turn; >= Right Tom Overlap; E = be Facto Right Turn lane Is = Traffic Signal 28 20J Peak Hour ICU -LOS' Existing (Year 20121 Intersection Approach Lanes° Northbound Southbound Eastbound Westbound Traffic Existing (Year 2012) +Project ICU Increase L T R L T R L T R L T R Morning Evening Morning Evening Morning Evening Intersection Control' Newport Boulevard SB Ramp INS) at: West Coast Highway (EW) TS 0 0 0 2 0 1 0 2 0 0 3 1» 0.843 -D 0.720 -C 0.846 -D 0.723 -C +0.003 +0.003 Riverside Avenue INS) at: West Coast Highway (EW) TS 0 1 0 0.5 0.5 1> 1 1.5 0.5 1 3 1 0.660 -B 0.763 -C 0.667 -B 0.769 -C +0.007 +0.006 Tustin Avenue INS) at: West Coast Highway (EW) TS 0 0 0 0 1 0 1 1.5 0.5 0 2.5 0.5 0.625 -B 0.565 -A 0.631 -B 0.571 -A +0.006 +0.006 Irvine Avenue INS) at: 19th Street /Dover Drive (EW) TS 1 2 d 1 2 d 1 0.5 0.5 1 1 1 0.516 -A 0.607 -B 0.520 -A 0.611 -B +0.004 +(1.004 17th Street/Westcliff Drive (EW) TS 2 2 d 2 2 d 2 1.5 0.5 1 1.5 0.5 0.453 -A 0.702 -C 0.455 -A 0.]06 -C +0.002 +0.004 Dover Drive INS) at: Westcliff Drive (EW) TS 2 2 0 0 1 1 2 0 1» 0 0 0 0.429 -A 0.440 -A 0.435 -A 0.449 -A +0.006 +0.009 16th Street (EW) TS 1 2 d 1 2 d 0.5 0.5 d 1 1 1 0.496 -A 0.495 -A 0.504 -A 0.504 -A +0.008 +0.009 West Coast Highway (EW) TS 1 1.5 0.5 3 1 1 2 2.5 0.5 1 3 1» 0.611 -B 01 0.620 -B 0.682 -B +0.009 +0.011 Bayside Drive (NS) at: East Coast Highway (EW) TS 2.3 0.3 0.3 1 0.5 0.5 1 3 1 1 3.5 0.5 0.641 -B 0.609 -B 0.663 -B 0.696 -B +0.022 +0.087 Jamboree Road INS) at: San Joaquin Hills Road (EW) TS 1 3 IU> 2 3 1>> 1.5 1.5 1 1.5 1.5 1 0.596 -A 0.814 -D 0.599 -A 0.817 -D +0.003 +0.003 Santa Barbara Drive (EW) TS 1 3 1 2 3 1 1 1 1 1.5 0.5 1 0.484 -A 0.61 0.487 -A 0.612 -B +0.003 +0.004 East Coast Highway (EW) TS 1 1.5 0.5 1 2 1>> 3 3.5 0.5 2 4 1 0.562 -A 0.648 -B 0.566 -A 0.653 -B +0.004 +0.005 Santa Cruz Drive INS) at: San Joaquin Hills Road EW TS 1 2 0.5 0.5 1 1.5 0.5 1 1 2.5 0.5 1 2.5 0.5 1 0.309 -A I 0.340 -A 0.309-A 0.341 -A 0.000 +0.001 Santa Rosa Drive INS) at: San Joaquin Hills Road (EW) TS 1 1 1> 1 1 1 1 2.5 0.5 2 2.5 0.5 0.330 -A 0.465 -A 0.330 -A 0.466 -A 01 +0.001 Newport Center Drive (NS) at: East Coast Highway (EW) TS 0 0 0 2 0 1>> 2 3 0 0 3 1>> 0.364 -A 0.444 -A 0.366 -A 0.447 -A +0.002 +0.003 Avocado Avenue (NS) at: East Coast Highway JEW) TS 1 1 1 1.5 0.5 1>> 1 3 d 1 3 1 0.444 -A 0.495 -A 0.446 -A 0.498 -A +0.002 +0.003 MacArthur Boulevard (NS) at: San Joaquin Hills Road (EW) TS 2 3 1 2 3 1» 3 2.5 0.5 1 2 1>> 0.631 -8 0.724 -C 0.633 -B 0.726 -C +0.002 +0.002 San Miguel Drive (EW) TS 2 3 1 2 3 1> 3 1.5 0.5 2 1.5 0.5 0.520 -A 0.472 -A 0.520 -A 0.473 -A 0.000 +0.001 East Coast Highway (EW) T5 1 0 0 0 1 2 0 1>> 1 2 3 0 0 3 1>> 1 0.666 -8 1 0.636 -B 0.660 -8 0.639 -8 +0.002 +0.003 ' ICU -LOS = Intersection Capacity Utilization - Level of service (see Appendix C). L= Lek; T= Through; R= Right; »= Free Right Turn; >= Right Tom Overlap; E = be Facto Right Turn lane Is = Traffic Signal 28 20J 741 0 132 0 1 352 n 2 a �bb�Ao 880 = < D 0� A4 IYI D 2076 0 0 0 174 ° 13 �7 0 Newport Boulevard SB Ramp/ West Coast Highway 894 0 4 _ X242 r 4-101 di,- 12 4 D 64s�q� 155 D ° 28-B, 834 Irvine Avenue/ 19th Street /Dover Drive 751 v 5 _ X64 4-394 �bbdt;-39 4 D 230s 5 485 D m 1803 817 Irvine Avenue/ 17th Street /Wastdiff Drive Diver Drive/ WestcHff Drive Figure 13 Existing (Year 2012) + Project Morning Peak Hour Intersection Turning Movement Volumes 81 132 0 �0 F 0 0 4 3365 1453 0 ° 13 �7 0 783 Diver Drive/ WestcHff Drive Figure 13 Existing (Year 2012) + Project Morning Peak Hour Intersection Turning Movement Volumes 81 132 0 88 176 3365 1453 0 1044 v 13 �7 14 X101 15 'x170 16 =165 17 `L 651 18 - Q6 19 X862 0 ab4-269 b�15 n 4 °' `" - dbb�a47 4 -461 4 °' °' abb�o X1059 = 4 ° °' dbb�93 4-1109 4 v' °�' dbbs5l 4 -364 4 abb'190 9-261 4 '�' °�' abbs0 4-1148 4 D 49� q D 27s q D 316 j D 140s % `�' D 76 p D 192 �` q D 579s q 515-D _ 268 -D „_ < 1726 -D o 0 0 1079 -D 350 -D -_ 79 -D �, m 1005 -D o 0 0 292 2072 0� 49� '-'- 46� 38�' -- 0� va 65 0 123 0 0 0 361 0 1373 0 1397 aA 0 ISanta Cruz Drive/ Santa Rals Drive/ Newport tenter Drive/ NTS San Joaquin Hills Road San Joaquin Hills Road East Coast Highway K.UNZMAN ASSOCIATES, INC. OVER 35 YEARS of EXCELLENT sERVICE Avocado Avenue/ MyArmar Boulevard/ MyArmar Boulevard/ MacArthur Boulevartl/ East Coast Highway San Joaquin Hills Road San Miguel Drive East Coast Highway 29 Intersection reference numbers are in 5188/13 left corner of turning movement boxes. 2.10 1063 143 0 1 X52)73- 2 , ° abb�0 4-17 4 D 03 d p D 1395000 148 — �Y0 _ 0 Newport Boulevard SB Ramp/ West Coast Highway 1419 0 X238 ° �° 4-182 bbs30 4 D 4831Th °° 109 —D e^, 63—B, `° 800 Irvine Avenue/ 19th Street /Dover Drive 1280 v 5 . 91 dib- 4- 563 bdt'-61 4 D 2483' q 479—D 218— ° ,a 817 Irvine Avenue/ 17th Street /Wastdiff Drive 479 0 143 0 6 800 �bbd-0 '0 4 D 120—��ID D 1574 v 514 13 �Y0 _ , 1115 Diver Drive/ WestcHff Drive Figure 14 Existing (Year 2012) + Project Evening Peak Hour Intersection Turning Movement Volumes 38 143 0 800 501 2584 0 1574 v 1309 0 13 �Y0 _ 14 5-79 15.0 P X128 16 m `x104 0 I7 .o X399 N 18 _ `z 35 19 5-789 --- 4-448 r4s h d an - 4 -284 r �' b�o 4-1427 ^' 4 - " db b�loo 4-1066 d '°' `°° �b bs31 4 -296 4 "' "- �b b,225 4 -173 d 22 �bbso d -1142 4 D 72 � D 67 s � q D 35 j D 89 s % T - D 647 � � p � D 668 s � `�' D 303 s � q � 491-D o 555 -D ,- n- 1279 -D o 0 0 1210 -D _ 318-D ,- _ n 331 -D a, _ 1283 -D o 0 0 178 "' '- 1332, ° 0, 71� __ - 117 - 126 '"� - 0' va 655 689 0 0 0 295 1444 0 1079 0 ISanta Cruz Drive/ Santa Rals Drive/ Newport Center Drive/ NTS San Joaquin Hills Road San Joaquin Hills Road East Coast Highway K.UNZMAN ASSOCIATES, INC. OVER 35 YEARS of EXCELLENT sERVICE Avocado Avenue/ MyArmar Boulevard/ MyArmar Boulevard/ MacArthur Boulevartl/ East Coast Highway San Joaquin Hills Road San Miguel Drive East Coast Highway 30 Intersection reference numbers are in 5188/14 left corner of turning movement boxes. 222 6. TPO Analysis The Traffic Phasing Ordinance (TPO) analysis has been performed for the study area intersections. Approved Projects The City of Newport Beach staff provided the list of approved projects within the study area for the TPO analysis. The approved projects consist of development that has been approved but are not fully completed (see Table 4 and Appendix E). The approved project morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 15 and 16, respectively. An approved project is one that has been approved pursuant to the TPO, requires no further discretionary approval by the City of Newport Beach, and has received, or is entitled to receive, a building or grading permit for construction of the project or one or more phases of the project. Trips generated by approved projects shall be included subject to the following: ■ All trips generated by each approved project or that portion or phase of the approved project for which no certificate of occupancy has been issued shall be included in any traffic study conducted prior to the expiration date of that approved project. ■ In the event a final certificate of occupancy has been issued for one or more phases of a approved project, all trips shall be included in subsequent traffic studies until completion of the first field counts required by Subsection 3(d)(i) subsequent to the date on which the final certificate of occupancy was issued. Subsequent to completion of the field counts, those trips generated by phases of the approved project that have received a final certificate of occupancy shall no longer be included in subsequent traffic studies. ■ The City Traffic Engineer and Community Development Director shall maintain a list of approved projects and, at least annually, update the list to reflect new approvals pursuant to the TPO as well as completion of all or a portion of each approved project. An approved project shall not be removed from the approved project list until a final certificate of occupancy has been issued for all phases and the field counts required by Subsection 3(d)(i) have been taken subsequent to issuance of the certificate of occupancy. ■ The total trips generated by approved projects shall be reduced by twenty (20 %) to account for the interaction of approved project trips. Regional Growth To account for regional growth on roadways, Year 2017 traffic volumes have been calculated based on a 1 percent annual growth rate over a five -year period. The regional growth rate has been obtained from the City of Newport Beach (see Appendix F). The project is expected to open in Year 2016; therefore the traffic analysis is one year after opening year. 31 212 One - Percent Methodology One - percent of the projected peak hour volumes of each approach of each study area intersection were compared with the peak hour distributed volumes from the proposed project. The TPO one - percent analysis calculation worksheets are shown within Appendix G. If one - percent of the existing + growth (Year 2017) + approved projects traffic peak hour volumes of each approach is greater than the peak hour project generated approach volumes, no further analysis is required. If project generated peak hour approach volumes are higher than one - percent of the projected peak hour volumes on any approach of an intersection, the intersection would require analysis utilizing the Intersection Capacity Utilization methodology. Existing + growth (Year 2017) + approved projects morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 17 and 18, respectively. Existing + growth (Year 2017) + approved projects + project morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 19 and 20, respectively. Comparison of the one - percent of the existing + growth (Year 2017) + approved projects traffic peak hour approach volumes with the project generated peak hour approach volumes resulted in the following study area intersections exceeding the one - percent threshold and requiring additional analysis (see Table 5 and Appendix G): Riverside Avenue (NS) at: West Coast Highway (EW) — Morning Peak Hour & Evening Peak Hour Tustin Avenue (NS) at: West Coast Highway (EW) — Morning Peak Hour & Evening Peak Hour Irvine Avenue (NS) at: 19th Street /Dover Drive (EW) — Evening Peak Hour 17th Street /Westcliff Drive (EW) — Morning Peak Hour & Evening Peak Hour Dover Drive (NS) at: Westcliff Drive (EW) — Morning Peak Hour & Evening Peak Hour 16th Street (EW) — Morning Peak Hour & Evening Peak Hour West Coast Highway (EW) — Morning Peak Hour & Evening Peak Hour Bayside Drive (NS) at: East Coast Highway (EW) — Morning Peak Hour & Evening Peak Hour Jamboree Road (NS) at: San Joaquin Hills Road (EW) — Morning Peak Hour & Evening Peak Hour Santa Barbara Drive (EW) — Evening Peak Hour East Coast Highway (EW) — Evening Peak Hour e116i 22-S Intersection Capacity Utilization The City of Newport Beach methodology used to assess the operation of a signalized intersection is known as Intersection Capacity Utilization. The Intersection Capacity Utilization methodology (see Appendix C) is not the only method to analyze a signalized intersection, but the preferred method per the City of Newport Beach TPO. To calculate an Intersection Capacity Utilization value the volume of traffic using the intersection is compared with the capacity of the intersection. An Intersection Capacity Utilization value is usually expressed as a decimal. The decimal represents that portion of the hour required to provide sufficient capacity to accommodate all intersection traffic if all approaches operate at capacity. The Levels of Service for existing + growth (Year 2017) + approved projects traffic conditions have been calculated and are shown in Table 6. Existing + growth (Year 2017) + approved projects Intersection Capacity Utilization worksheets and the Level of Service description are provided in Appendix C. For existing + growth (Year 2017) + approved projects traffic conditions, the study area intersections are projected to operate at Level of Service D or better during the morning /evening peak hours, except for the following study area intersections that operate at Level of Service E during the peak hours: Newport Boulevard SB Ramp (NS) at: West Coast Highway (EW) (Morning Peak Hour, Level of Service E) Jamboree Road (NS) at: San Joaquin Hills Road (EW) (Evening Peak Hour, Level of Service E) The Levels of Service for existing + growth (Year 2017) + approved projects + project traffic conditions have been calculated and are shown in Table 6. Existing + growth (Year 2017) + approved projects + project Intersection Capacity Utilization worksheets and the Level of Service description are provided in Appendix C. For existing + growth (Year 2017) + approved projects + project traffic conditions, the study area intersections are projected to operate at Level of Service D or better during the morning /evening peak hours, except for the following study area intersections that operate at Level of Service E during the peak hours: Newport Boulevard SB Ramp (NS) at: West Coast Highway (EW) (Morning Peak Hour, Level of Service E) Jamboree Road (NS) at: San Joaquin Hills Road (EW) (Evening Peak Hour, Level of Service E) Significance Criteria The intersection significance criteria for the City of Newport Beach requires an increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the morning /evening peak hours. As shown in Table 6 for the TPO analysis, the project - generated traffic did not result in a significant impact at the study area intersections; therefore, no improvements are recommended at the study area intersections. 33 214 Table 4 Approved Project List Project Name Fashion Island Expansion Temple Bat Yahm Expansion Ciosa - Irvine Project Newport Dunes Hoag Hospital Phase III St. Mark Presbyterian Church OLQA Church Expansion 2300 Newport Boulevard Newport Executive Court Hoag Health Center North Newport Center Santa Barbara Condo (Marriott) Newport Beach City Hall 328 Old Newport Medical Office Coastline Community College Bayview Medical Office Mariner's Point 4221 Dolphin Striker 34 216 Table 5 TPO Analysis One - Percent Threshold ' Project traffic is estimated to be equal to or greater than 1% of protected peak hour traffic. Intersection capacity utilization analysis Is required. 35 210 Peak Approach Direction' Northbound Southbound Eastbound Westbound Intersection Hour Newport Boulevard SB Ramp INS) at: West Coast Highway (EW) AM No No No No PM No No No No Riverside Avenue INS) at: West Coast Highway (EW) AM No No No YES PM No No YES YES Tustin Avenue INS) at: West Coast Highway (EW) AM No No YES YES PM No No YES YES Irvine Avenue (NS) at: 19th Street /Dover Drive (EW) AM No No No No PM No No No YES 17th Street /Westcliff Drive (EW) AM No No No YES PM No No No YES Dover Drive INS) at: Westcliff Drive (EW) AM YES YES YES - PM YES YES YES - 16th Street (EW) AM YES YES YES No PM YES YES YES No West Coast Highway (EW) AM No YES No YES PM No YES YES YES Bayside Drive INS) at: East Coast Highway (EW) AM YES YES YES YES PM YES YES YES No Jamboree Road (NS) at: San Joaquin Hills Road (EW) AM No No No YES PM YES No No No Santa Barbara Drive (EW) AM No No No No PM YES YES No No East Coast Highway (EW) AM No No No No PM No YES YES No Santa Cruz Drive INS) at: San Joaquin Hills Road (EW) AM No No No No PM No No No No Santa Rosa Drive INS) at: San Joaquin Hills Road (EW) AM No No No No PM I No I No Na I No Newport Center Drive INS) at: East Coast Highway (EW) AM No No No No PM No No No No Avocado Avenue INS) at: East Coast Highway (EW) AM No No No No PM No No No No MacArthur Boulevard INS) at: San Joaquin Hills Road (EW) AM No No No No PM No No No No San Miguel Drive (EW) AM No No No No PM No No No No East Coast Highway (EW) AM No No No No PM No No No No ' Project traffic is estimated to be equal to or greater than 1% of protected peak hour traffic. Intersection capacity utilization analysis Is required. 35 210 Table 6 TPO Analysis Intersection Capacity Utilization and Levels of Service IN-L05= 1rrtersection canards Utilization -level of 5ervire (see Appendix t). L= teft;T= Through; R= Right; r-i Right Turnp= Right Turn Overlap; d =De Fario RighLTurn Lane. 3 TS -Traffic Signal 36 �Z Peak Hour ICU -LOS' Existing + Growth Existing + Growth (Year 201])+ Intersection Approach Lanes' (Year 2017) + Approved Projects Northbound Southbound Eastbound Westbound Traffic Approved Projects +Project ICU Increase L T R L T R L T R L T R Morning Evening Morning Evening Morning Evening Intersection Control' Newport Boulevard SB Ramp (NS) at: West Coast Highway (EW) TS 0 0 0 2 0 1 0 2 0 0 3 1» 0.92 -E 0.80 -C 0.92 -E 0.80 -C 0.00 D.00 Riverside Avenue INS) at West Coast Highway (EW) TS 0 1 0 0.5 0.5 1> 1 1.5 0.5 1 3 1 0.73 -C 0.82 -D 0.74 -C 0:83 -D +0.01 +0.01 Tustin Avenue (NS) at: West Coast Highway (EW) TS 0 0 0 0 1 0 1 1.5 0.5 0 2.5 0.5 0.701 0.62 -B 0 .70 -9 0.63 -B 0.00 +0.01 Irvine Avenue (NS) at: 19th Street/Dover Drive (EW) TS 1 2 d 1 2 d 1 0.5 0.5 1 1 1 0.54 -A 0.63 -B 0.54 -A 0.64 -B 0.00 +0.01 17th Street /Westcliff Drive (EW) TS 2 2 d 2 2 d 2 1.5 0.5 1 1.5 0.5 0.47 -A 0.73{ 0.47 -A 0.74 -C 0.00 +0.01 Dover Drive (NS) at: Westcliff Drive (EW) TS 2 2 0 0 1 1 2 0 1» 0 0 0 0.43 -A 0.44 -A 0.44 -A 0.45 -A +C.01 +0.01 16th Street (EW) TS 1 2 d 1 2 d 0.5 0.5 d 1 1 1 0.50 -A 0.50 -A 0.51 -A 0.51 -A +0.01 +0.01 West Coast Highway (EW) TS 1 1.5 0.5 3 1 1 2 2.5 0.5 1 3 1» 0.66 -B 0.74 -C 0.67 -B 0.75 -C +0.01 +0.01 Bayside Drive (NS) at: East Coast Highway (EW) TS 1 2.3 0.3 0.3 1 0.5 0.5 1 1 3 1 1 3.5 0.5 0.71 -C 0 .70 -B D.n -C C .78 -C +0.01 +0.08 Jamboree Road (NS) at: San Joaquin Hills Road (EW) TS 1 3 1>> 2 3 1>> 1.5 1.5 1 1.5 1.5 1 0.65 -13 0.91 0.66 -B 0.91 +0.01 0.00 Santa Barbara Drive (EW) TS 1 3 1 2 3 1 1 1 1 1.5 0.5 1 0.53 -A 0.66 -B 0.53 -A 0.66 -B 0.00 0.00 East Coast Highway EW TS 1 1.5 0.5 1 2 1>> 3 3.5 0.5 2 4 1 0.61 -B 0 .72,C 0.61 -8 0.73 -C 0.00 +0.01 Santa Cruz Drive (NS) at: San Joaquin Hills Road EW TS 2 0.5 0.5 1 1.5 0.5 1 2.5 0.5 1 2.5 0.5 0.32 -A 0.35 -A 0.32 -A 0.36 -A 0.00 +0.01 Santa Rosa Drive INS) at: San Joaquin Hills Road EW) TS 1 1 1> 1 1 1 1 2.5 0.5 2 2.5 0.5 0.38 -A 0.50 -A 0.38 -A I 0.50 -A 1 0.00 0.00 Newport Center Drive (NS) at: East Coast Highway EW TS 0 0 0 2 0 1>> 2 3 0 0 3 1» 0.40 -A 0.49 -A 0.40 -A 0.49 -A 0.00 0.00 Avocado Avenue INS) at: East Coast Highway EW TS 1.5 0.5 1>> 1 3 d 1 3 1 D.50-A 0.52 -A 0.50 -A 0.53 -A 0.00 +0.01 MacArthur Boulevard INS) at: San Joaquin Hills Raad (EW) TS L23 2 3 1>> 3 LS 0.5 1 2 1» 0.6] B 0.78 -C 0.67 -B 0.78 -C 0.00 0.00 San Miguel Drive(EW) 2 3 1> 3 1.5 0.5 2 1.5 0.5 0.58 -A 0.50 -A 0.58 -A 0.50 -A 0.00 0.00 East Coast Highway(EW) TS 2 0 1>> 2 3 0 0 3 1>> 0.71 -C 0.67 -B 0.71 -C 0.68 -B 0.00 +0.01 IN-L05= 1rrtersection canards Utilization -level of 5ervire (see Appendix t). L= teft;T= Through; R= Right; r-i Right Turnp= Right Turn Overlap; d =De Fario RighLTurn Lane. 3 TS -Traffic Signal 36 �Z 61 0 Oo 1 2 e 2 4-46 D 0 �' R�5 7270 r 0� 59 v D 0� d p D 31 13 `=0 n — 14 _ SL 15 0 Newport Boulevard SB Ramp/ West Coast Highway F �2 4-1 r �o 4 2 ovine Avenue/ 19th Street /Dover Drive 4 v ca s �o �1�s b�o 4 ,°� 4 � °I Y I° 2 "vine Ave ue/ 171h Street /Wastdifr Drive 2 0 Oo 6 � b b 15 D 0 �' R�5 7270 r 0� 59 v 2� 9 0 13 `=0 Diver Drive/ Westchff Drive Figure 15 Approved Projects Morning Peak Hour Intersection Turning Movement Volumes to Oo 25 15 7270 59 v 9 0 13 `=0 n — 14 �0 SL 15 �2 N 16 =30 � 17 �p m 18 'z0 'r 19 �2 dbb4-10 �2 4 41b�s 4-5 4 4 a1b.0 4-20 4 2-- d1b 4 1 b s6 4 <J b b s03 4 al 1 b a-3e so 4 D 0� 4) q D is q D 15� p D 54s % �' -S D 37� p D 8s `�' D is d q 75—D g;o� 6—D f• N 59—D000 10—D 000 3—D no— 4—D��o 14 —Dodo 4� 77Z 0� 0-a 0� 9-a 0� 0 37 46 0 0 0 0 13 0 4 0 ISanta Cruz Drivel Santa Rosa Drive/ Newport Center Drive/ NTS San Joaquin Hills Road San Joaquin Hills Road East Coast Highway K.UNZMAN ASSOCIATES, INC. OVER 35 YEARS of EXCELLENT SERVICE Avocado Avenue/ MazArthur8oulevard / MazArthur8oulevard / MacArthur Boulevartl/ East Coast Highway San Joaquin Hills Road San Miguel Drive East Coast Highway 37 Intersection reference numbers are in 5188/15 left corner of turning movement boxes. 2zg Newport Boulevard SB Ramp/ West Coast Highway F a2 4-1 a 4 D - -= H2 ovine Avenue/ 19th street /Dover Drive 6 v 5 4—io — d] 4 D 7s 9—D 000 0� 0 Irvine Ave ue/ 171h Street /Wastdifr Drive 5� ebb4-0 2 a 4-57 74v o�M�o 3 000 v 3s 73 o g 0 Newport Boulevard SB Ramp/ West Coast Highway F a2 4-1 a 4 D - -= H2 ovine Avenue/ 19th street /Dover Drive 6 v 5 4—io — d] 4 D 7s 9—D 000 0� 0 Irvine Ave ue/ 171h Street /Wastdifr Drive 5� 6 ebb4-0 s -0 a 74v o�M�o 3 8� v 3s 73 o g Diver Drive/ Westchff Drive Figure 16 Approved Projects Evening Peak Hour Intersection Turning Movement Volumes Iv 5b0b v 74v 3 v 3s 73 I5 X10 � 0 ry d bb 4-7 7 �27 �o a s2 04 s3 4 s`0 b0-21 s a D 0� F3100, 21� 9-0 92 � D 29- 38- 000 000 3� A 4I-oo 18� 0 0 0 � 12 108 0 0 65 0 8 0 ISanta Cruz Drivel Santa Rosa Drive/ Newport Center Drive/ NTS San Joaquin Hills Road San Joaquin Hills Road East Coast Highway K.UNZMAN ASSOCIATES, INC. OVER 35 YEARS of EXCELLENT SERVICE Avocado Avenue/ MazArthur8oulevard / MazArthur8oulevard / MacArthur Boulevartl/ East Coast Highway San Joaquin Hills Road San Miguel Drive East Coast Highway 38 Intersection reference numbers are in 5188/16 left corner of turning movement boxes. 22J 832 v 20 0 132 0 6 X367 n 2 e 4-964 D 67— albbso 4 < D 0� d p D 2203 13 ,, 778 187 14 ry 15 0 Newport Boulevard SB Ramp/ West Coast Highway 936 0 4 2242 9 ° 4-102 abb1,2 4 D 643' q 155— e 28 ag 876 Irvine Avenue/ 19th Street /Dover Drive 790 v 5 - - - 262 4-395 o b b 139 4 D 2313' m 482 D 181 860 Irvine Avenue/ 17th Street /Wastdiff Drive 585 v 20 0 132 0 6 7 �bb4-0 so 4 < D 67— D 1580 v °' 511 � " ° 1101 v 13 ,, 778 Diver Drive/ WestcHff Drive Figure 17 Existing + Growth (Year 2017) + Approved Projects Morning Peak Hour Intersection Turning Movement Volumes 82 v 132 0 113 v 191 v 3651 0 1580 v 1101 v 13 27 14 2101 15 2181 M 16 2203 e I7 2651 18 26 19 07 ^ a b bsln 4 -275 4 °' a b b1452 4 -462 4 �' a b bso 4 -1124 4 ° °' `� db b1Q98 4- 1168 '— 4 _ `° " a bb 4-363 157 4 4-274 :124 ^ D 49- 4 D 28— q D 346- 4 p Ia D 201 — % I D 113 — p �D 587 —D 296 _ 277 —D 284 Z. ,�, 0 1863 —D 0� o ° o ^° 1135 - b 51� $ �� 0 350 —D 46�'— Q M M 96 169 0 361 1450 ISanta Cruz Drive/ Santa Rals Drive/ Newport Center Drive/ NTS San Joaquin Hills Road San Joaquin Hills Road East Coast Highway K.UNZMAN ASSOCIATES, INC. OVER 35 YEARS of EXCELLENT sERVICE Avocado Avenue/ MyArmar Boulevard/ MyArmar Boulevard/ MacArthur Boulevartl/ East Coast Highway San Joaquin Hills Road San Miguel Drive East Coast Highway 39 Intersection reference numbers are in 5188/17 left corner of turning movement boxes. 220 Newport Boulevard SB Ramp/ West Coast Highway 1488 0 4 2236 a 0 4-183 a b b —30 4 D 483 q 0 109 D o 63 ° 838 Irvine Avenue/ 19th Street /Dover Drive 1347 v 5 288 SS 4 564 D 2553' 491 D ° 218 858 Irvine Avenue/ 17th Street /Wastdiff Drive 477 0 14b 3 7 2552 2p 0 1902 o - 4 t 1 P D 168 2 2 0 Newport Boulevard SB Ramp/ West Coast Highway 1488 0 4 2236 a 0 4-183 a b b —30 4 D 483 q 0 109 D o 63 ° 838 Irvine Avenue/ 19th Street /Dover Drive 1347 v 5 288 SS 4 564 D 2553' 491 D ° 218 858 Irvine Avenue/ 17th Street /Wastdiff Drive 477 0 14b 3 7 6 2p 0 4-0 D 121 —�`�� D 168 2 372 2 0 1101 Diver Drive/ Westchff Drive Figure 18 Existing + Growth (Year 2017) + Approved Projects Evening Peak Hour Intersection Turning Movement Volumes 39 14b 3 84b 9 0 6 0b 3 0 27�81 168 2 372 2 14 I 4I3 16 0 122 399 na 0 .0 . 3 B 2812° ° 417 7 S ' ' b 4 X— 24807 1 4 b 61 b 4 — 1120 '105 0 IR 295 s34 4 ,225 ° 4 13 4 sd o 4 D 72 673 � 1! 1 IV 123 73 9 q 51b 5 796 5 Z 1316591 1271 116-0 3 7 g; m ' 3586 —D 13 g - m1137 , o 0 0 667 1577 0 0 ISanta Cruz Drive/ Santa Ra"Drive/ Newport Center Drive/ Jo NTS San Joaquin Hills Road San Joaquin Hills Road East Coast Highway K.uNZMAN ASSOCIATES, INC. OVER 35 YEARS of EXCELLENT SERVICE Avocado Avenue/ MyArmar Boulevard/ MyArmar Boulevard/ MacArthur Boulevartl/ East Coast Highway San Joaquin Hills Road San Miguel Drive East Coast Highway 40 Intersection reference numbers are in 5188/18 left corner of turning movement boxes. 22^ 839 0 132 0 2 1 X371 a�bb�Ao 4 970 4 < D 0� A4 IYI D 2210 0 0 0 187 0 788 �7 0 0 Newport Boulevard SB Ramp/ West Coast Highway 942 0 4 X244 ° 4-102 di,- 12 4 D 64s�q� 155 D 28— m- 878 Irvine Avenue/ 19th Street /Dover Drive 793 v 5 _ X64 4-400 �bbdt;-39 4 D 231s� 5 ° 489 D m 1813 ,a 860 Irvine Avenue/ 17th Street /Wastdiff Drive Diver Drive/ WestcHff Drive Figure 19 Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Hour Intersection Turning Movement Volumes 82 132 0 �0 R .s- 0 4 3655 1105 v 0 788 Diver Drive/ WestcHff Drive Figure 19 Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Hour Intersection Turning Movement Volumes 82 132 0 113 191 3655 1584 0 1105 v 13 �7 0 14 X101 15 'x181 16 =203 F 11 `Lfi51 18 ,e Qfi o 19 ,,,, X907 db4-279 b�n7 ` 4 °' `" - dbb�as2 4- 466 4 °' ° abb.0 4 -1132 S2 4 ° °' `� a1 ,-98 4-1176 4 "�' dbbs57 4- 367 4 `V 0 abb'l90 0-274 4 ° abbso 4-1244 4 D 49� q D 28s q D 347 j Ia D 201s 1 T-S D 113 ' p D 200s I q� D 609s q 590 -D F _ 274-D m 1871-D o 0 0 1143 - b 353-D m, - 83- D .- - m 1069-D o 0 c 296 2842 '- 0, 51� '-'- 45� ^- 47� -- 0� va 96 169 0 0 0 361 0 1454 0 1470 aA 0 ISanta Cruz Drive/ Santa Rals Drive/ Newport Center Drive/ NTS San Joaquin Hills Road San Joaquin Hills Road East Coast Highway K.UNZMAN ASSOCIATES, INC. OVER 35 YEARS of EXCELLENT sERVICE Avocado Avenue/ MyArmar Boulevard/ MyArmar Boulevard/ MacArthur Boulevartl/ East Coast Highway San Joaquin Hills Road San Miguel Drive East Coast Highway 41 Intersection reference numbers are in 5188/19 left corner of turning movement boxes. 222 1176 0 143 0 I 2561 850 2 . ab° b10 4-1912 4 ' D 0� d p D �1554� ° °° = 162 13 220 m 0 Newport Boulevard SB Ramp/ West Coast Highway 1494 0 4 2240 4 -183 abb130 4 D 48s q ° 109 D o 633 842 Irvine Avenue/ 19th Street /Dover Drive 1350 v 5 Y 292 4 573 o�bb181 4 D 255 s 498 -D 2183 ,a 858 Irvine Avenue/ 17th Street /Wastdiff Drive 484 143 0 6 850 �bb4-0 10 4 t D 121 D 0� ° 522 13 220 m , 1123 Diver Drive/ WestcHff Drive Figure 20 Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Hour Intersection Turning Movement Volumes 39 143 0 850 603 2786 0 1687 v 1377 0 13 220 m 14 279 - 15 ° 2144 16 m m =122 N 17 N ° 2399 18 e 235 I9 a rn M 2833 �b b147 4-521 '� 4 °''- "' �b b146, 4-291 4 �b bsO 4 -1572 = 4 ° as db b1105 4 -1131 = a `� ° a b b134 4-299 4 °'� a b b1225 4 -195 4 ° D 72 � D 67 � D 351 D 123 s' `� �' D 739 D 731 `�' 520 -D = 564 -D a h 1380 -D o 0 o e 1282 -D =_ _ 321 -D R r 756 -D o WO 1963 "' - 1633 `� 03 - 763 - - 1173 1383 - 0 `v 0 667 0 797 0 0 0 295 e 1582 0 1142 ISanta Cruz Drive/ Santa Rals Drive/ Newport Center Drive/ NTS San Joaquin Hills Road San Joaquin Hills Road East Coast Highway K.UNZMAN ASSOCIATES, INC. OVER 35 YEARS of EXCELLENT sERVICE Avocado Avenue/ MyArmar Boulevard/ MyArmar Boulevard/ MacArthur Boulevartl/ East Coast Highway San Joaquin Hills Road San Miguel Drive East Coast Highway 42 Intersection reference numbers are in 5188/20 left corner of turning movement boxes. 2.23 7. CEQA Analysis The California Environmental Quality Act (CEQA) analysis (this part of the analysis is consistent with CEQA) included analysis of the study area intersections. Cumulative Proiects The City of Newport Beach staff provided the list of cumulative projects within the study area for the CEQA analysis. Typically, the cumulative projects are known, but not approved project developments that are reasonably expected to be completed or nearly completed at the same time as the proposed project. The cumulative projects utilized were ones that added traffic to the study area intersections. The cumulative project list is shown in Table 7 and the cumulative project traffic generation is included in Appendix H. Appendix H contains the directional distributions of the cumulative project traffic. The cumulative project morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 21 and 22, respectively. The CEQA traffic volumes were obtained by adding the cumulative projects traffic volumes to the TPO traffic volumes. Intersection Capacity Utilization Consistent with the City of Newport Beach approved methodology, the technique used to assess the operation of a signalized intersection is known as Intersection Capacity Utilization. To calculate an Intersection Capacity Utilization value the volume of traffic using the intersection is compared with the capacity of the intersection. An Intersection Capacity Utilization value is usually expressed as a decimal. The decimal represents that portion of the hour required to provide sufficient capacity to accommodate all intersection traffic if all approaches operate at capacity. The Levels of Service for existing + growth (Year 2017) + approved projects + cumulative projects traffic conditions have been calculated and are shown in Table 8. Existing + growth (Year 2017) + approved projects + cumulative projects morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 23 and 24, respectively. Existing + growth (Year 2017) + approved projects + cumulative projects Intersection Capacity Utilization worksheets and the Level of Service description are provided in Appendix C. For existing + growth (Year 2017) + approved projects + cumulative projects traffic conditions, the study area intersections are projected to operate at Level of Service D or better during the morning /evening peak hours, except for the following study area intersections that are projected to operate at Level of Service E during the peak hours: Newport Boulevard SB Ramp (NS) at: West Coast Highway (EW) (Morning Peak Hour, Level of Service E) Ell 224 Jamboree Road (NS) at: San Joaquin Hills Road (EW) (Evening Peak Hour, Level of Service E) The Levels of Service for existing + growth (Year 2017) + approved projects + cumulative projects + project traffic conditions have been calculated and are shown in Table 8. Existing + growth (Year 2017) + approved projects + cumulative projects + project morning and evening peak hour intersection turning movement volumes have been calculated and are shown on Figures 25 and 26, respectively. Existing + growth (Year 2017) + approved projects + cumulative projects + project Intersection Capacity Utilization worksheets and the Level of Service description are provided in Appendix C. For existing + growth (Year 2017) + approved projects + cumulative projects + project traffic conditions, the study area intersections are projected to operate at Level of Service D or better during the morning /evening peak hours, except for the following study area intersections that are projected to operate at Level of Service E during the peak hours: Newport Boulevard SB Ramp (NS) at: West Coast Highway (EW) (Morning Peak Hour, Level of Service E) Jamboree Road (NS) at: San Joaquin Hills Road (EW) (Evening Peak Hour, Level of Service E) Significance Criteria The intersection significance criteria for the City of Newport Beach requires an increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the morning /evening peak hours. As shown in Table 8 for the CEQA analysis, the project - generated traffic did not result in a significant impact at the study area intersections; therefore, no improvements are recommended at the study area intersections. EM 225 Table 7 Cumulative Project List Project Name Balboa Marina Expansion Mariner's Medical Arts Banning Ranch Sunset Ridge Park Marina Park Koll - Conexant Newport Coast - TAZ 1 Newport Coast - TAZ 2 Newport Coast - TAZ 3 Newport Coast - TAZ 4 45 220 Table 8 CEQA Analysis Intersection Capacity Utilization and Levels of Service ' ICU -LOS= Intersection Capacity Utilization - Level of Service leee Appendix 01. L =Left; T= Through; R= Bight» =Free Right TUrn;>= Right Turn Overlap; d= De Facto Meh[TUrn Lane TS= Traffic Signal IroxaccNan Is located on the City boundary line of Co to Mesa and Newport Beach. 46 227 Peak Hour ICU -LOS' Existing + Growth Existing + Growth (Year 2017) + (Year 2017) + Approved Projects+ Intersection Approach Lanes° Approved Projects+ Cumulative Projects Northbound Southbound Eastbound Westbound Traffic Cumulative Projects +Project ICU Increase L T R L T R L T R L T R Morning Evening Morning Evening Morning Evening Intersection Control' Newport Boulevard SB Ramp (NS) at: West Coast Highway EW ) TS 0 0 0 2 0 1 0 2 0 0 3 1» 0.952 -E 0.866 -D 0.955 -E 0.869 -D +0.003 +0.003 Riverside Avenue INS) at: West Coast Highway EW ) TS 0 1 0 0.5 0.5 1> 1 1.5 0.5 1 3 1 0.760 -C 0.880 -D 0.767 -C 0.886 -D +0.007 +0.006 Tustin Avenue INS) at: West Coast Highway EW ) TS 0 0 0 0 1 0 1 1.5 0.5 0 2.5 0.5 1 0.658 -B 0.731 -C 0.664 -B +0.007 +0.006 Irvine Avenue INS) at: 19th Street /Dover Drive(EW) TS 1 2 it 1 2 it 1 0.5 0.5 1 1 1 0.537 -A 0.637 -B 0.541 -A 0.640 -8 +0.004 +0.003 17th Street[Westcliff Drive (EW) TS 2 2 d 2 2 d 2 1.5 0.5 1 1.5 0.5 0.494 -A 0.776 -C 0.496 -A 0.780 -C +0.002 +0.004 Dover Drive INS) at: Westcliff Drive(EW) TS 2 2 0 0 1 1 2 0 1» 0 0 0 0.450 -A 0.464 -A 0.457 -A 0.473 -A +0.007 +0.009 16th Street(EW) TS 1 2 d 1 2 d 0.5 0.5 d 1 1 1 0.510 -A 0.524 -A 0.518 -A 0.533 -A +0.008 +0.009 West Coast Highway EW ) TS 1 1.5 0.5 3 1 1 2 2.5 0.5 1 3 1» 0.683 -B 0.790 -C 0.692 -B 0.801 -D +0.009 +0.011 Bayside Drive (NS) at: East Coast Highway EW ) TS 2.3 0.3 0.3 1 0.5 0.5 1 3 1 1 3.5 0.5 0.734 -C 0.734 -C 0.749 -C 0.815 -D +0.015 +0.081 Jamboree Road (NS) at: San Joaquin Hills Road (EW) TS 1 3 1» 2 3 1>> 1.5 1.5 1 1.5 1.5 1 0.680 -B 0.961 -E 0.683 -13 0.964 -E +0.003 +0.003 Santa Barbara Drive (EW) TS 1 3 1 2 3 1 1 1 1 1.5 0.5 1 0.558 -A 0.677 -B 0.561 -A 0.681 -13 +0.003 +0.004 East Coast Highway EW ) TS 1 1.5 0.5 1 2 1>> 3 3.5 0.5 2 4 1 0.661 -B 0.828 -D 0.665 -8 0.833 -D +0.004 +0.005 Santa Cruz Drive INS) at: San Joaquin Hills Road (EW) TS 2 0.5 0.5 1 1.5 0.5 1 2.5 0.5 1 2.5 0.5 0.321 -A 0.355 -A 0.322 -A 0.356 -A +0.001 +0.001 Santa Rosa Drive INS) at: San Joaquin Hills Road (EW) TS 1 1 1> 1 1 1 1 2.5 0.5 2 2.5 0.5 0.382 -A 0.502 -A 0.382 -A 0.503 -A 1 0.000 +0.001 Newport Center Drive INS) at: East Coast Highway EW ) TS 0 0 0 2 0 1>> 2 3 0 0 3 1>> 0.417 -A 0.530 -A 0.419 -A 0.533 -A +0.002 +0.003 Avocado Avenue INS) at: East Coast Highway EW ) TS 1 1 1 1.5 0.5 1>> 1 1 3 d 1 3 1 0.564 -A 0.592 -A 0.566 -A 0.594 -A +0.002 +0.002 MacArthur Boulevard INS) at: San Joaquin Hills Road(EW) TS 2 3 1 2 3 1>> 3 2.5 0.5 1 2 1>> 0.686 -B O397 -C 0.688 -9 0.799 -C +0.002 +0.002 San Miguel Drive(EW) TS 2 3 1 2 3 1> 3 1.5 0.5 2 1.5 0.5 0.594 -A 0.534 -A 0.594 -A 0.535 -A 0.000 +0.001 East Coast Highway(EW) TS 0 0 0 2 0 1>> 2 3 0 0 3 1>> I 0.793 -C 0.751 -C 0.795 -C 0.753 -C +0.002 +0.002 ' ICU -LOS= Intersection Capacity Utilization - Level of Service leee Appendix 01. L =Left; T= Through; R= Bight» =Free Right TUrn;>= Right Turn Overlap; d= De Facto Meh[TUrn Lane TS= Traffic Signal IroxaccNan Is located on the City boundary line of Co to Mesa and Newport Beach. 46 227 3� Oo �6 0 2 ab4-167 b�0 �a 4 r D 0 �' F 112000 v o o 0� 13 `=0 0 Newport Boulevard SE; Ramp/ West Coast Highway ffl 19th Street /Dover Drive 8 v �2 4 74 r 0 4 88 D�y ca 1 Irvine Avenue/ 17th Street /Wastdifr Drive 4 0 Oo 6 0 �a r D 0 �' F ti 0� v o r 21� 13 `=0 0 55 Diver Drive/ WestcHff Drive Figure 21 Cumulative Projects Morning Peak Hour Intersection Turning Movement Volumes 0� Oo 0 0- 380 38 v 52 0 13 `=0 14 �0 15 16 =0 d; 17 �0 8 'z0 - s X110 e a�bb.�o �z 4 �bb�s 4 z 4 abbdbb soz4 b b sot 4 4, b b 4 41 b b sa 4 dl D 0� q D Os � q D 0 -D ]�3240 O % � D 0— p D 0 q 0—D000 0 —Doom 04 —D 04 —D000 3—Do^ 0—Dq�— 93 —D000 0� OZ, 0� 0 0 0 3 0 0 73 0 117 0 ISanta Cruz Drivel Santa Rosa Drive/ Newport Center Drive/ NTS San Joaquin Hills Road San Joaquin Hills Road East Coast Highway K.UNZMAN ASSOCIATES, INC. OVER 35 YEARS of EXCELLENT SERVICE Avocado Avenue/ MyArmar Boulevard/ MyArmar Boulevard/ MacArthur Boulevartl/ East Coast Highway San Joaquin Hills Road San Miguel Drive East Coast Highway 47 Intersection reference numbers are in 5188/21 left corner of turning movement boxes. 222 17 v O 1 X71 0 2 a b b'0 X786 a D 0� d p D 212000 72 M 0� 13 so 0 Newport Boulevard SB Ramp/ West Coast Highway F M �4 8-0 s0 a = _ 13 Irvine Avenue/ 19th Street /Dover Drive gv 5 X10 X129 �bb�o a = 116—D pro ca 5 Irvine Avenue/ 17th Street /Wastdifr Drive 77 0 O 6 0 d-0 Ov o�a�o 72 72 115 13 so Diver Drive/ WestcHff Drive Figure 22 Cumulative Projects Evening Peak Hour Intersection Turning Movement Volumes 0 O 0 Ov 72 115 13 15 18 z0 19 80 7 5 5 bb X204 r 04 s' 0 d b 0 -198 N a 0 0 F O02 s 328 -D 0 os0q 0 Z 0� 0-d 37 0 ISanta Cruz Drive/ Santa Rals Drive/ Newport Center Drive/ NTS San Joaquin Hills Road San Joaquin Hills Road East Coast Highway K.UNZMAN ASSOCIATES, INC. OVER 35 YEARS of EXCELLENT SERVICE Avocado Avenue/ MazArthur8oulevard / MazArthur8oulevard / MacArthur Boulevartl/ East Coast Highway San Joaquin Hills Road San Miguel Drive East Coast Highway 48 Intersection reference numbers are in 5188/22 left corner of turning movement boxes. 22J 835 v 5-0 0 132 0 I ,o X373 a 2 , abb4-1131 5O 4 D 03 d p D o2315 � ° °° K 187 13 0 833 s 0 Newport Boulevard SB Ramp/ West Coast Highway 946 0 4 an X242 ° 4-102 �bb512 4 D 643 q 155 Der 8� 878 Irvine Avenue/ 19th Street /Dover Drive 798 v X64 �b5B 4-469 b539 4 D 2313' I `I` " 570 —D m 182 � 861 Irvine Avenue/ 17th Street /Wastdiff Drive 589 v 5-0 0 132 0 6 7 a�bb4-0 5o 4 < D 67 —� D 1618 v 532 1153 v 13 0 833 Diver Drive/ Westchff Drive Figure 23 Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour Intersection Turning Movement Volumes 82 v 132 0 113 v 191 v 3689 0 1618 v 1153 v 13 �7 s 14 X101 r 15 �I81 r IB `z 203 17 ° X651 18,0 `z6 I9 �, 1017 va it 4 -277 117 p 4 °' `" �bb5461 4-464 ° 4 °' ° abb56 4-1448 `� 4 ° 0 `� dbb598 4-1492 = 4 `� �bIR 4-374 157 ° 4 `V m abb5193 4-274 ' 4 `° °' abb16 4 -1561 4 D 493' 4) ^I D 283' q D 3463' p D 2016 % `�' D 1133' � p � D 2006 `�' r D 6063' q 587 —D R _ 271—D u, _ 0 1957 —D ° ° ° p 1229 —D _ 35S —D BS —D 1157 296 284 Z. — 0� 51— -- 415 ' 58�— — — 0� 96 172 0 361 1523 0 1577 0 ISanta Cruz Drive/ Santa Ra"Drive/ Newport Center Drive/ Jo NTS San Joaquin Hills Road San Joaquin Hills Road East Coast Highway K.uNZMAN ASSOCIATES, INC. OVER 35 YEARS of EXCELLENT SERVICE Avocado Avenue/ MyArmar Boulevard/ MyArmar Boulevard/ MacArthur Boulevartl/ East Coast Highway San Joaquin Hills Road San Miguel Drive East Coast Highway 49 Intersection reference numbers are in 5188/23 left corner of turning movement boxes. 2-710 1184 143 0 1 X5 5663 � 2 r albb�o 4 88 `-' 4 ` < os°YP PT 1758 162 13 X20 0 14 Newport Boulevard SB Ramp/ West Coast Highway 1502 0 4 n X240 4 -183 ' a b b s30 a D 48s ° 109 —D o 63 —" 851 ovine Avenue/ 19th Street /Dover Drive 1356 v 5 X98 m 4-693 � b b -81 4 D 255 s 5 As 607 219 ,a 863 Irvine Avenue/ 17th Street /Wastdiff Drive 488 0 143 0 6 849 0 aI b b 603 D 121 �' PT 0� 0 583 � 13 X20 14 Diver Drive/ WestcHff Drive Figure 24 Existing + Growth (2017) + Approved Projects + Cumulative Projects Evening Peak Hour Intersection Turning Movement Volumes 39 143 0 849 0 603 2853 0 1754 v 1487 0 13 X20 14 X79 m 15 a, X144 16 no m =122 — 17 H _ X399 M 18 .o �" `z 35 — 19 ,,, r X914 �bbr47 4-522 "' a °"" �bb�9o7 4 -292 4 �bb'o 4- 1765 °' 4 ° dbb 4 -1324 X105 - 4 `� a bb 4-306 s34 4 ° a bbs231 4 -195 P 4 a bbso 4 -1412 4 D 72 � D 67 � D 351 D 123x' �' - D 739 dl T � D 731 `�' D 319 519—D 196 C "' —^ 563 —D 1632 q `" ° 1697—D 0� o 0 0 1599 —D 76� �_ _ 329 —D 117 =; � 356 —D = 175 e, — e, 1705 —D 0� o 0 0 0 667 806 0 0 0 295 1636 0 1223 0 ISanta Cruz Drive/ Santa Rals Drive/ Newport Center Drive/ NTS San Joaquin Hills Road San Joaquin Hills Road East Coast Highway K.UNZMAN ASSOCIATES, INC. OVER 35 YEARS of EXCELLENT sERVICE Avocado Avenue/ MyArmar Boulevard/ MyArmar Boulevard/ MacArthur Boulevartl/ East Coast Highway San Joaquin Hills Road San Miguel Drive East Coast Highway 50 Intersection reference numbers are in 5188/24 left corner of turning movement boxes. 22 ^ Figure 25 Existing + Growth (2017) + Approved Projects + Cumulative Projects + Project Morning Peak Hour Intersection Turning Movement Volumes 843 0 132 0 2 1 376 "' a�bb�Ao 4-1136 u' ' < D 0� A4 IYI D 2323 o 187 0 843 �7 � 0 Newport Boulevard SB Ramp/ West Coast Highway 953 0 4 X244 ° 4-102 di,- 12 4 D 64s�q� 155 D 28 L- 880 Irvine Avenue/ 19th Street /Dover Drive 802 v 5 �fi5 4-474 �bbdt;-39 4 D 231s� 5 577 D m 182 3 ,a 861 Irvine Avenue/ 17th Street /Wastdiff Drive Diver Drive/ WestcHff Drive 82 132 0 �0 F 0 0 4 3693 1622 0 ° 1157 v 0 843 Diver Drive/ WestcHff Drive 82 132 0 113 191 3693 1622 0 1157 v 13 �7 � 14 X101 °' 15 'x181 R 16 =203 m 17 _ m `L 651 18 "6 19 _ X1017 m -- 117 )1 4-280 a °' `" - dbri 4- 467 = 4 °' ° abb�o 4-1456 ^ 4 ° - `� d1 ". 4-1500 96 - 4 '° "' dbbs57 4 -378 4 `V °' abb'193 4 -274 4 °' abb x-1565 -0 4 D 49� q D 28 7 q D 347 j D 201s 1 T - D 113 �' 1 p D 200 �` q D 609s q 590- F _ 274 -D 1965 -D o 0 0 1237- 356 -D m, 83- D e 1162 296 2842 '- 0� 51 -td '-'- 46� 58�'- - 0� va 96 172 0 0 0 361 0 1526 1580 aA 0 ISanta Cruz Drive/ Santa Rals Drive/ Newport Center Drive/ NTS San Joaquin Hills Road San Joaquin Hills Road East Coast Highway K.UNZMAN ASSOCIATES, INC. OVER 35 YEARS of EXCELLENT SERVICE Avocado Avenue/ MyArmar Boulevard/ MyArmar Boulevard/ MacArthur Boulevartl/ East Coast Highway San Joaquin Hills Road San Miguel Drive East Coast Highway 51 Intersection reference numbers are in 5188/25 left corner of turning movement boxes. 2-2Q Figure 26 Existing + Growth (2017) + Approved Projects + Cumulative Projects + Project Evening Peak Hour Intersection Turning Movement Volumes 1193 143 0 1 —571 5-0 2 , �bbd-0 4 2098 4 a° �bblo 4 < D 0� d p D 17670 °° 5-20 — 162 0 1173 r IS o 0 Newport Boulevard SB Ramp/ West Coast Highway 1509 0 4 X244 4-183 ° abb130 4 D 48s q ° 109 D o 63 855 Irvine Avenue/ 19th Street /Dover Drive 1359 v 5 X102 94 4 702 m �bb18, 4 D 255s�q m 615—, D 3 0 219"° ,a 863 Irvine Avenue/ 17th Street /Wastdiff Drive 495 143 0 7 6 5-0 0 �bbd-0 10 4 D 121 �' D 0� o 593 ° 13 5-20 0 1173 Diver Drive/ WestcHff Drive 39 143 0 850 603 2858 0 1759 v 1492 0 13 5-20 14 X79 IS o X144 16 -2- =122 17 X399 `z 35 — 19 o r X914 ° �bb147 4-527 gyp" 4 °" "' a bb14m 4 -297 4 ° �bb'0 4-1776 °o�^' 4 ° dbb1105 4-1335 'c°^' 4 `V '� ° a bb 4-310 134 4 a bb1231 4 -195 P 4 2 � a bbl0 4 -1418 4 D 72� q D 67s `� D 351 j D 123s % `�' D 739 p D 731s `�' D 324s q 523 -D 196 "' - 567 -D 1632, `" ° ,°,; 1708 -D 0� o 0 0 1610-D 76� �_ _ 333 -D 117 a; e 356 -D 175 ,u; 1711 -D 0� o 0 0 0 667 806 0 0 0 295 - 1641 0 1228 0 ISanta Cruz Drive/ Santa Ra's Drive/ Newport Center Drive/ NTS San Joaquin Hills Road San loaquin Hills Road East Coast Highway K.UNZMAN ASSOCIATES, INC. OVER 35 YEARS of EXCELLENT sERVICE Avocddo Avenue/ MyArmar Boulevard/ MyArmar Boulevard/ MacArthur Boulevartl/ East Coast Highway San loaquin Hills Road San Miguel Drive East Coast Highway 52 Intersection reference numbers are in 5188/26 left corner of turning movement boxes. 233 8. Delay Analysis Discussed below is the delay methodology required by the California Department of Transportation. The delay and Level of Service summary for the study area intersections are shown in Table 9. Delay Methodology The technique used to assess the capacity needs of an intersection is known as the Intersection Delay Method (see Appendix 1) based on the 2000 Highway Capacity Manual — Transportation Research Board Special Report 209. Level of Service definitions are included in Appendix 1. To calculate delay, the volume of traffic using the intersection is compared with the capacity of the intersection. Delay Calculations The study area intersections currently operate at Level of Service C or better during the peak hours for existing traffic conditions (see Appendix 1). The study area intersections are projected to operate at Level of Service C or better during the peak hours for existing + growth (Year 2017) + approved projects + cumulative projects traffic conditions (see Appendix 1). The study area intersections are projected to operate at Level of Service C or better during the peak hours for existing + growth (Year 2017) + approved projects + cumulative projects + project traffic conditions (see Appendix 1). Based upon the delay methodology required by the California Department of Transportation, the delay and Level of Service summary for the study area intersections are shown in Table 9. As previously noted, the project is not projected to have a significant impact at the study area intersections. 53 2 34 Table 9 Intersection Delay and Level of Service Summary 54 2S5 Peak Hour Delay (Seconds) - Level of Service Existing + Growth Existing + Growth (Year 2017) + (Year 2017) + Approved Projects+ Approved Projects+ Cumulative Projects Delay Existing Cumulative Projects +Project Increase Morning I Evening Morning Evening Morning Evening Morning Evening Intersection Newport Boulevard SB Ramp (NS) at: West Coast Highway (EW) 13.3 -B 16.6 -B 16.1 -B 18.1 -B 16.2 -B 18.2 -B +0.1 +0.1 Riverside Avenue (NS) at: West Coast Highway (EW) 10.8 -B 15.5 -B 11.5 -B 17.3 -B 11.5 -B 17.3 -B 0.0 0.0 Tustin Avenue (NS) at: West Coast Highway (EW) 15.3 -B 3.6 -A I 20.5 -C 3.5 -A I 21.1 -C 3.5 -A 1 +0.6 0.0 Dover Drive (NS) at: West Coast Highway (EW) 18.4 -B 17.5 -B 18.2 -B 18.4 -B 18.4 -B 18.6 -B +0.2 +0.2 Bayside Drive (NS) at: East Coast Highway (EW) 9.3 -A 10.4 -B 11.2 -B 14.1 -B 13.5 -B 18.2 -B +2.3 +4.1 54 2S5 9. Orange County Congestion Management Program This section discusses the Orange County Congestion Management Program (CMP). The purpose, prescribed methodology, and definition of a significant traffic impact are discussed. County Congestion Management Program (CMP) The CMP is a result of Proposition 111 which was a statewide initiative approved by the voters in June, 1990. The proposition allowed for a nine cent per gallon state gasoline tax increase over a five year period. Proposition 111 explicitly stated that the new gas tax revenues were to be used to fix existing traffic problems and was not to be used to promote future development. For a city to get its share of the Proposition 111 gas tax, it has to follow certain procedures specified by the State Legislature. The legislation requires that a traffic impact analysis be prepared for new development. The traffic impact analysis is prepared to monitor and fix traffic problems caused by new development. The Legislature requires that adjacent jurisdictions use a standard methodology for conducting a traffic impact analysis. Although each county has developed standards for preparing traffic impact analyses, requirements do vary in detail from one county to another, but not in overall intent or concept. The general approach selected by each county for conducting traffic impact analyses has common elements. According to the CMP, those proposed developments which meet the following criteria shall be evaluated: ■ Development projects that generate more than 2,400 daily trips (The threshold is 1,600 or more trips per day for development projects that will directly access a CMP highway system link). ■ Projects with a potential to create an impact of more than three percent of Level of Service E capacity. Significance Criteria To determine whether the addition of project generated trips results in a significant impact at the CMP study facility and thus requires mitigation, the Orange County CMP utilizes the following thresholds of significance: ■ A significant project impact occurs when a proposed project increases traffic demand at a CMP study facility by more than three percent of capacity (V/C>0.03), causing or worsening Level of Service F (V /C > 1.00). :yi 23 o Based upon the CMP thresholds above, the project - generated traffic did not result in a significant impact at the study area intersections; therefore, no improvements are recommended at the study area intersections. :,to 237 10. Other Considerations This section discusses the project access and the queue length analysis at the project driveway. Site Access Evaluation The following site access and lane configurations have been analyzed. Existing Geometry: Move existing driveway 45 feet north (as analyzed in previous sections). Proiect - Related Improvements: Construction of a southbound right turn lane at the Bayside Drive /East Coast highway intersection and conversion of the existing shared through /right turn lane to a shared through /left turn lane. Proiect - Related Improvements Plus Optional Secondary Access: Project - related improvements (above) plus construction of a westbound "right turn in" only access from East Coast Highway. The existing bus stop on the northwest corner of the Bayside Drive /East Coast Highway intersection may cause weaving issues that will need to be considered in the design of the "right turn in" only lane. Final design of the optional secondary access ( "right turn in" only lane on East Coast Highway) will need to accommodate bicycle use along the corridor and will require coordination with and the approval of the California Department of Transportation, the Orange County Transportation Authority, and the Orange County Sanitation District. The driveway for the Orange County Sanitation District will need to be relocated so as not to interfere with the proposed "right turn in" only lane. Based on the posted speed limit of 50 miles per hour, and assuming partial deceleration of 10 miles per hour in the through lane, the recommended length of the deceleration lane is 315 feet (see California Department of Transportation, Highway Design Manual May 7, 2012, Table 405.26). Table 10 shows the Levels of Service at the Bayside Drive /East Coast Highway intersection for each evaluation. As shown in Table 10, the Bayside Drive /East Coast Highway intersection operates at Level of Service D or better for all evaluations. The Intersection Capacity Utilization and Level of Service worksheets for the evaluations are provided in Appendix J. Queue Analysis The existing project driveway and the Bayside Drive /East Coast Highway intersection provides approximately 145 feet between the intersections for back -to -back left turn lane storage. This provides enough storage for approximately 1 left turning vehicle into the project site and approximately 3 southbound left turning vehicles at the Bayside Drive /East Coast Highway intersection. The proposed project will move the existing project driveway north by approximately 45 feet, providing storage for a total of 2 left turning vehicles into the project site and 135 feet of storage for the shared through /left turn and dedicated left turn lanes. V/ WWN A queue analysis was performed using the Synchro software, which calculates queue lengths based on the 2000 Highway Capacity Manual methodology. To arrive at more accurate results, actual signal timing parameters for the Bayside Drive /East Coast Highway intersection were provided by the City of Newport Beach staff. Table 11 shows projected queue lengths for the left turns between the project driveway and the Bayside Drive /East Coast Highway intersection. Queue analysis worksheets are provided in Appendix K. It should be noted that the northbound left turn into the project site was analyzed independently of the Bayside Drive /East Coast Highway intersection. Queue analysis of CEQA traffic conditions of the northbound left from Bayside Drive into the project driveway resulted in nominal queues (less than one vehicle). The California Department of Transportation Highway Design Manual recommends a minimum storage length of two vehicles, or 50 feet. A minimum of 200 feet of southbound left turn storage length should be provided at the Bayside Drive /East Coast Highway intersection under the Existing Geometry evaluation (see Table 11). A minimum of 120 feet of southbound left turn storage length should be provided at the Bayside Drive /East Coast Highway intersection under the Project - Related Improvements and Project - Related Improvements Plus Optional Secondary Access evaluations. The project is proposing 135 feet of southbound storage to prevent the overflow of queued southbound left vehicles from blocking the northbound left turn into the project site (see Figure 27). Appropriate "KEEP CLEAR" signing and pavement markings should be provided at the Bayside Drive /Project Driveway intersection. The intent of the "KEEP CLEAR" zone is to prevent southbound vehicles at the Bayside Drive /East Coast Highway intersection from queuing into and blocking the northbound left into the project driveway. If the southbound left turn queue length blocks the project driveway intersection, a ripple effect would cause the northbound left turn queue to overflow into and block the northbound through lane, which could then queue into the Bayside Drive /East Coast Highway intersection. With the proposed storage lengths, if the 95th - percentile queue is exceeded, there is an additional 35 feet of storage to the "KEEP CLEAR" limit line that could store approximately one more vehicle before the northbound left turn lane is blocked. Therefore, the southbound left turn queue is not expected to reach the "KEEP CLEAR" zone, but it is recommended as a precautionary measure. Relationship to General Plan The proposed project will reallocate 49 residential units to the proposed project site from adjacent parcels within the same statistical area. This results in the project site having more residential units than had been approved in the City of Newport Beach General Plan. Typically, this would require analysis of General Plan Buildout conditions; however, the residential units were also projected to take access from Bayside Drive on the north side of East Coast Highway under the General Plan Buildout conditions. Therefore, the proposed project does not change the traffic patterns of the roadway network as they were analyzed when the General Plan was approved. :1V 23j Table 10 Site Access Evaluations Intersection Capacity Utilization and Level of Service ' ICU -LOS = Intersection Capacity Utilization - Level of Service (see Appendix l). 59 240 Bayside Drive /Coast East Coast Highway Bayside Drive /East Coast Highway Highway Southbound Exclusive Right Turn In Peak Hour ICU -LOS' Existing TPO Analysis CEQA Lane Configuration Only Into Project Site J L I Without With Peak Plus Analysis Evaluations + r Hour Project Project Project With Project Morning 0.663 -B 0.71 -C 0.72 -C 0.749 -C Existing Geometry X Evening 0.696 -B 0.70 -C 0.78 -C 0.815 -D Project - Related Morning 0.649 -B 0.71 -C 0.723 -C 0.749 -C Improvements X Evening 0.656 -B 0.70 -C 0.757 -C 0.797 -C Project - Related Improvements Plus X X Morning 0.649 -B 0.71 -C 0.72 -C 0.749 -C Optional Secondary Access Evening 0.656 -8 0.71 -C 0.76 -C 0.797 -C ' ICU -LOS = Intersection Capacity Utilization - Level of Service (see Appendix l). 59 240 Table 11 Queue Analysis Summary ' Based on 2000 Highway Capacity Manual methodology using Synchro software (see Appendix K). Assumes 25 feet per vehicle. "<25" indicates less than one car length. ' Analyzed independently of the Bayside Drive /East Coast Highway intersection. Southbound left turn overflow at Bayside Drive /East Coast Highway could potentially block the northbound left turns into the project site, causing greater queue lengths than shown if insufficient southbound left turn storage is provided at Bayside Drive /East Coast Highway. Based on the queue analysis, this is not expected to occur. ' The different conditions evaluated have nominal effects on queue lengths at the Bayside Drive /Project Driveway intersection. 60 241 Bayside Drive /Coast East Coast Highway Highway Southbound Exclusive Right Turn In 95th- Percentile Queue Length (Feet)' Existing TPO Analysis CEQA Lane Configuration Only Into Project Site .� L� . ]-1 Without Project With Project Movement Evaluation Peak Hour Plus Project Analysis With Project Bayside Drive at Morning 83 109 136 136 East Coast Highway Existing Geometry X Evening 87 134 194 194 SB Left Turn Project - Related Morning 57 68 88 88 (or SB Through/Left-Turn) Improvements X Evening 70 89 116 116 Project - Related Improvements Plus Morning 57 68 88 88 Optional Secondary Access I I X I X lEvening 1 70 1 89 1 116 1 116 Bayside Drive at Project Morning <25 <25 <25 <25 Driveway NB Left -Turn All - - - Evening <25 <25 <25 <25 ' Based on 2000 Highway Capacity Manual methodology using Synchro software (see Appendix K). Assumes 25 feet per vehicle. "<25" indicates less than one car length. ' Analyzed independently of the Bayside Drive /East Coast Highway intersection. Southbound left turn overflow at Bayside Drive /East Coast Highway could potentially block the northbound left turns into the project site, causing greater queue lengths than shown if insufficient southbound left turn storage is provided at Bayside Drive /East Coast Highway. Based on the queue analysis, this is not expected to occur. ' The different conditions evaluated have nominal effects on queue lengths at the Bayside Drive /Project Driveway intersection. 60 241 Figure 27 (1 of 2) Proposed Project - Related Improvements — D�E� 7 earsmE / E1 fj WAY,, S' D' �n "r u ' C1 •0E DT Bl _ C1, po F [xisnxc RIYi Al BI 5 i / NIURE R /1Y AT LOSS OF 7V P�ONG (OPROx. a vas) FUFUREWING v • , C7 IExlmec J r Al .� h z I y AT NTS 5188/27a I�UNZMAN 1�S50CIATES, INC. Source: Fuscoe Engineering Over. 35 WmnR nF fl,�rFi i Fn,T SFR VCF 61 /' Figure 27 (2 of 2) Proposed Project - Related Improvements I ' m 0 1 ` RAISED MEDIAN CROSS— SECTIONT Al —Al' NO SCALE J m k 3 u •m � 6' 1- SOUTHBOUND 5' 12' _ 12' 2' NORTHBOUND 10' _ 11P _ 6' 11.' I �I RAISED MEDIAN CROSS — SECTION 131 —B1' NO SCALE I ym wi 4U + 4U L5' 35' 24' _ 12' SOUTHBOUND t NORTHBOUND I 8' S' 12 15', 12' 6' Pone Y � � 1 BLA I A 1 GORE I DOUBLE YELLOW MEDIAN CROSS — SECTION C1 —Cl' NO SCALE NTS KuNIZMAti nssocIATES, INC. Over. 35 WmnR nF fl,�rFl I Fn,T SFSvICF 4' Source: Fuscoe Engineering SOUTHBOUND INORTHBOUND PM.1G p I yaw DOUBLE YELLOW MEDIAN CROSS —SUTIONT DL —D1.' NO SCALE 8' S' 12 12'I 5' 8' 12' Pnaw Y \ PMCw Mw \` u DOUBLE YELLOW CENTERLINE CROSS — SECTION El —El' NO SCALE CROSS — SEC'I'101 \I F1 —FV NO SCALE 5188/276 62 2.43 11. Recommendations This section summarizes the recommended and required improvements based on the analysis presented in the previous sections. Recommended Improvements a. Site - specific circulation and access recommendations are depicted on Figure 29. b. On -site parking shall be provided to meet City of Newport Beach parking code requirements. C. Sight distance at the project accesses shall be reviewed with respect to City of Newport Beach standards in conjunction with the preparation of final grading, landscaping, and street improvement plans. d. On -site traffic signing and striping shall be implemented in conjunction with detailed construction plans for the project and as approved by the City of Newport Beach. Required Improvements a. As shown in Table 3 for the existing (Year 2012) + project analysis, the project - generated traffic did not result in a significant impact at the study area intersections (increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the morning /evening peak hours); therefore, no improvements are recommended at the study area intersections. b. As shown in Table 6 for the TPO analysis, the project - generated traffic did not result in a significant impact at the study area intersections (increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the morning /evening peak hours); therefore, no improvements are recommended at the study area intersections. C. As shown in Table 8 for the CEQA analysis, the project - generated traffic did not result in a significant impact at the study area intersections (increase of one - percent or more at a study area intersection operating at worse than Level of Service D during the morning /evening peak hours); therefore, no improvements are recommended at the study area intersections. d. Based upon the delay methodology required by the California Department of Transportation, the delay and Level of Service summary for the study area intersections are shown in Table 9. As previously noted, the project is projected to not have a significant impact at the study area intersections. 63 244 e. Based upon the CMP thresholds, the project - generated traffic did not result in a significant impact at the study area intersections; therefore, no improvements are recommended at the study area intersections. Other Considerations a. Final design of the optional secondary access ( "right turn in" only lane on East Coast Highway) will need to accommodate bicycle use along the corridor and will require coordination with and the approval of the California Department of Transportation, the Orange County Transportation Authority, and the Orange County Sanitation District. The driveway for the Orange County Sanitation District will need to be relocated so as not to interfere with the proposed "right turn in" only lane. Based on the posted speed limit of 50 miles per hour, and assuming partial deceleration of 10 miles per hour in the through lane, the recommended length of the deceleration lane is 315 feet (see California Department of Transportation, Highway Design Manual, May 7, 2012, Table 405.26). b. Queue analysis of CEQA traffic conditions of the northbound left from Bayside Drive into the project driveway resulted in nominal queues (less than one vehicle). The California Department of Transportation Highway Design Manual recommends a minimum storage length of two vehicles, or 50 feet. C. A minimum of 200 feet of southbound left turn storage length should be provided at the Bayside Drive /East Coast Highway intersection under the Existing Geometry evaluation (see Table 11). d. A minimum of 120 feet of southbound left turn storage length should be provided at the Bayside Drive /East Coast Highway intersection under the Project - Related Improvements and Project - Related Improvements Plus Optional Secondary Access evaluations. The project is proposing 135 feet of southbound storage to prevent the overflow of queued southbound left vehicles from blocking the northbound left turn into the project site (see Figure 27). e. Appropriate "KEEP CLEAR" signing and pavement markings should be provided at the Bayside Drive /Project Driveway intersection. With the proposed storage lengths, if the 95th- percentile queue is exceeded, there is an additional 35 feet of storage to the "KEEP CLEAR" limit line that could store approximately one more vehicle before the northbound left turn lane is blocked. Therefore, the southbound left turn queue is not expected to reach the "KEEP CLEAR" zone, but it is recommended as a precautionary measure. 64 245 Kayak &- SUP Rents Launch 8 Valet & Turn -Nound It -i / Figure 28 Circulation Recommendations Pacific Coast H "`Nay i-Appi'— 11111LlLl1.I1.11. On -site parking shall be provided to meet City of Newport Beach parking code requirements. Public Walkway Conneokon lam'• Sight distance at the project accesses shall be reviewed with respect to City of Newport Beach Legend standards in conjunction with the preparation of final grading, landscaping, and street 0 = Full Access Driveway improvement plans. a�rov= Stop Sign On -site traffic signing and striping shall be implemented in conjunction with detailed construction plans for the project and as approved by the City of Newport Beach. NTS KUNZMAN ASSOCIATES, INC. C)VFR .35 VFARS or EX('FI I FNT SFRVICF Provide 1ZU feet minimum between the project driveway and the Bayside Drive /East Coast Highway intersection. As a further precaution, appropriate "KEEP CLEAR" signing and pavement markings should be provided at the Bayside Drive /Project Driveway intersection. 5188/28 65 240 Appendices Appendix A Glossary of Transportation Terms Appendix B Year 2011/2012 Traffic Count Worksheets Appendix C Explanation and Calculation of Intersection Capacity Utilization Appendix D Trip Generation - Existing Project Site and Additional Sources Appendix E Approved Project Data Appendix F Regional Traffic Annual Growth Rate Appendix G TPO One - Percent Analysis Calculation Worksheets Appendix H Cumulative Project Data Appendix I Explanation and Calculation of Intersection Delay Appendix 1 Site Access Evaluations Intersection Capacity Utilization Worksheets Appendix K Queue Analysis Worksheets Please reference the included CD to view and print the Appendices. For a printed copy of the Appendices, please contact us at: KLINZMAN ASSOCIATES, INC. 1111 Town & Country Road, Suite 34 Orange, CA 92868 -4667 (714) 973 -8383 www.traffic- engineer.com 247 APPENDIX A Glossary of Transportation Terms GLOSSARY OF TRANSPORTATION TERMS COMMON ABBREVIATIONS AC: Acres ADT: Average Daily Traffic Caltrans: California Department of Transportation DU: Dwelling Unit ICU: Intersection Capacity Utilization LOS: Level of Service TSF: Thousand Square Feet V/C Volume /Capacity VMT: Vehicle Miles Traveled TERMS AVERAGE DAILY TRAFFIC: The total volume during a year divided by the number of days in a year. Usually only weekdays are included. BANDWIDTH: The number of seconds of green time available for through traffic in a signal progression. BOTTLENECK: A constriction along a travelway that limits the amount of traffic that can proceed downstream from its location. CAPACITY: The maximum number of vehicles which can be reasonably expected to pass over a given section of a lane or a roadway in a given time period. CHANNELIZATION: The separation or regulation of conflicting traffic movements into definite paths of travel by the use of pavement markings, raised islands, or other suitable means to facilitate the safe and orderly movements of both vehicles and pedestrians. CLEARANCE INTERVAL: Nearly same as yellow time. If there is an all red interval after the end of a yellow, then that is also added into the clearance interval. CORDON: An imaginary line around an area across which vehicles, persons, or other items are counted (in and out). CYCLE LENGTH: The time period in seconds required for one complete signal cycle. CUL -DE -SAC STREET: A local street open at one end only, and with special provisions for turning around. DAILY CAPACITY: The daily volume of traffic that will result in a volume during the peak hour equal to the capacity of the roadway. DAILY TRAFFIC: Same as average daily traffic. DELAY: The time consumed while traffic is impeded in its movement by some element over which it has no control, usually expressed in seconds per vehicle. DEMAND RESPONSIVE SIGNAL: Same as traffic - actuated signal. DENSITY: The number of vehicles occupying in a unit length of the through traffic lanes of a roadway at any given instant. Usually expressed in vehicles per mile. DETECTOR: A device that responds to a physical stimulus and transmits a resulting impulse to the signal controller. DESIGN SPEED: A speed selected for purposes of design. Features of a highway, such as curvature, superelevation, and sight distance (upon which the safe operation of vehicles is dependent) are correlated to design speed. DIRECTIONAL SPLIT: The percent of traffic in the peak direction at any point in time. DIVERSION: The rerouting of peak hour traffic to avoid congestion. FIXED TIME SIGNAL: Same as pretimed signal. FORCED FLOW: Opposite off reeflow. FREE FLOW: Volumes are well below capacity. Vehicles can maneuver freely and travel is unimpeded by other traffic. GAP: Time or distance between successive vehicles in a traffic stream, rear bumper to front bumper. HEADWAY: Time or distance spacing between successive vehicles in a traffic stream, front bumper to front bumper. INTERCONNECTED SIGNAL SYSTEM: A number of intersections that are connected to achieve signal progression. LEVEL OF SERVICE: A qualitative measure of a number of factors, which include speed and travel time, traffic interruptions, freedom to maneuver, safety, driving comfort and convenience, and operating costs. LOOP DETECTOR: A vehicle detector consisting of a loop of wire embedded in the roadway, energized by alternating current and producing an output circuit closure when passed over by a vehicle. MINIMUM ACCEPTABLE GAP: Smallest time headway between successive vehicles in a traffic stream into which another vehicle is willing and able to cross or merge. MULTI - MODAL: More than one mode; such as automobile, bus transit, rail rapid transit, and bicycle transportation modes. OFFSET: The time interval in seconds between the beginning of green at one intersection and the beginning of green at an adjacent intersection. PLATOON: A closely grouped component of traffic that is composed of several vehicles moving, or standing ready to move, with clear spaces ahead and behind. ORIGIN- DESTINATION SURVEY: A survey to determine the point of origin and the point of destination for a given vehicle trip. PASSENGER CAR EQUIVALENTS (PCE): One car is one Passenger Car Equivalent. A truck is equal to 2 or 3 Passenger Car Equivalents in that a truck requires longer to start, goes slower, and accelerates slower. Loaded trucks have a higher Passenger Car Equivalent than empty trucks. PRETIMED SIGNAL: A type of traffic signal that directs traffic to stop and go on a predetermined time schedule without regard to traffic conditions. PROGRESSION: A term used to describe the progressive movement of traffic through several signalized intersections. SCREEN -LINE: An imaginary line or physical feature across which all trips are counted, normally to verify the validity of mathematical traffic models. SIGNAL CYCLE: The time period in seconds required for one complete sequence of signal indications. SIGNAL PHASE: The part of the signal cycle allocated to one or more traffic movements. STARTING DELAY: The delay experienced in initiating the movement of queued traffic from a stop to an average running speed through a signalized intersection. TRAFFIC - ACTUATED SIGNAL: A type of traffic signal that directs traffic to stop and go in accordance with the demands of traffic, as registered by the actuation of detectors. TRIP: The movement of a person or vehicle from one location (origin) to another (destination). For example, from home to store to home is two trips, not one. TRIP -END: One end of a trip at either the origin or destination; i.e. each trip has two trip -ends. A trip -end occurs when a person, object, or message is transferred to or from a vehicle. TRIP GENERATION RATE: The quality of trips produced and /or attracted by a specific land use stated in terms of units such as per dwelling, per acre, and per 1,000 square feet of floor space. TRUCK: A vehicle having dual tires on one or more axles, or having more than two axles. UNBALANCED FLOW: Heavier traffic flow in one direction than the other. On a daily basis, most facilities have balanced flow. During the peak hours, flow is seldom balanced in an urban area. VEHICLE MILES OF TRAVEL: A measure of the amount of usage of a section of highway, obtained by multiplying the average daily traffic by length of facility in miles. APPENDIX B Year 2011/2012 Traffic Count Worksheets City: NEWPORT BEACH N -S Direction: NEWPORT RAMP E -W Direction: PACIFIC COAST HIGHWAY Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 Grouos Printed- Turnina Movements File Name : H1104028 Site Code : 00005054 Start Date : 5/17/2011 Page No : 1 * ** BREAK * ** NEWPORT RAMP COAST HIGHWAY DEAD END COAST HIGHWAY Southbound Westbound 107 Northbound 1331 Eastbound 433 0 Start Time Right Thru Left Right Thru Left Right I Thru I Left RiqhtT Thru T Left Int. Total 07:00 AM 51 0 87 45 137 0 0 0 0 8 364 0 692 07:15 AM 57 0 91 43 150 0 0 0 0 17 382 0 740 07:30 AM 66 0 83 51 181 0 0 0 0 22 446 0 849 07:45 AM 61 0 102 73 214 0 0 0 0 42 496 0 988 Total 235 0 363 212 682 0 0 0 0 89 1688 0 3269 08:00 AM 72 0 1091 86 206 0 0 0 0 37 524 0 1034 08:15 AM 86 0 1121 93 222 0 0 0 0 41 524 0 1078 08:30 AM 83 0 107 89 230 0 0 0 0 51 515 0 1075 08:45 AM 74 0 91 80 216 0 0 0 0 45 506 0 1012 Total 315 0 4191 348 874 0 0 0 01 174 2069 01 4199 * ** BREAK * ** 04:30 PM 107 0 1331 119 433 0 0 0 0 29 347 0 1168 04:45 PM 118 0 150 131 419 0 0 0 0 33 351 0 1202 Total 1 225 0 2831 250 852 01 0 0 01 62 698 01 2370 05:00 PM 104 0 1471 119 445 0 0 0 0 42 335 0 1192 05:15 PM 114 0 1591 128 462 0 0 0 0 31 359 0 1253 05:30 PM 123 0 139 137 437 0 0 0 0 42 342 0 1220 05:45 PM 108 0 125 120 452 0 0 0 0 44 319 0 1168 Total 449 0 5701 504 1796 01 0 0 01 159 1355 01 4833 06:00 PM 112 0 142 118 427 0 0 0 0 39 331 0 1169 06:15 PM 108 0 127 108 420 0 0 0 0 37 321 0 1121 Grand Total 1444 0 1904 1540 5051 0 0 0 0 560 6462 0 16961 Apprch % 43.1 0 56.9 23.4 76.6 0 0 0 0 8 92 0 Total % 8.5 0 11.2 9.1 29.8 0 0 0 0 3.3 38.1 0 Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 City: NEWPORT BEACH N -S Direction: NEWPORT RAMP E -W Direction: PACIFIC COAST HIGHWAY File Name : H1104028 Site Code : 00005054 Start Date : 5/17/2011 Page No :2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 0800 AM Int. Total 08:00 AM NEWPORT RAMP Southbound COAST HIGHWAY Westbound DEAD END Northbound COAST HIGHWAY Eastbound Start Time Right I Thru I Left I App. Total I Right I Thru I Left I ARR. Total I Right I Thru I Left I ARP. Total I Right I Thru I Left I App. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 0800 AM Int. Total 08:00 AM 72 0 109 181 86 206 0 292 0 0 0 0 37 524 0 561 1034 08:15 AM 86 0 112 198 93 222 0 315 0 0 0 0 41 524 0 565 1078 08:30 AM 83 0 107 190 89 230 0 319 0 0 0 0 51 515 0 566 1075 08:45 AM 74 0 91 165 80 216 0 296 0 0 0 0 45 506 0 551 1012 Total Volume 315 0 419 734 348 874 0 1222 0 0 0 0 174 2069 0 2243 4199 % App. Total 42.9 0 57.1 26:5 71.5 0 0 0 0 7.8 92.2 0 PHF .916 .000 .935 .927 .935 .950 .000 .958 .000 .000 .000 .000 1 .853 .987 .000 .991 .974 NEWPORTRAMP Out In Total F-34-81 734 FmB2 315 419 Right Thru Left Peak Hour Data 0� C N 4 North z `S' D N o 2 w Peak Hour Begins at 08:00 A r i Tumin Movements O p' Left Thr---ii-741 0 74 Out In Total Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 City: NEWPORT BEACH N -S Direction: NEWPORT RAMP E -W Direction: PACIFIC COAST HIGHWAY File Name : H1104028 Site Code : 00005054 Start Date : 5/17/2011 Page No :3 Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM Int. Total 04:45 PM NEWPORT RAMP Southbound COAST HIGHWAY Westbound DEAD END Northbound COAST HIGHWAY Eastbound Start Time I Right I Thru I Left I App, Total I Right I Thru I Left I App. Tntal Right I Thru I Left I App.Total Right I Thru I Left I App. Total Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM Int. Total 04:45 PM 118 0 150 268 131 419 0 550 0 0 0 0 33 351 0 384 1202 05:00 PM 104 0 147 251 119 445 0 564 0 0 0 0 42 335 0 377 1192 05:15 PM 114 0 159 273 128 462 0 590 0 0 0 0 31 359 0 390 1253 05:30 PM 123 0 139 262 137 437 0 574 0 0 0 0 42 342 0 384 1220 Total Volume 459 0 595 1054 515 1763 0 2278 0 0 0 0 148 1387 0 1535 4867 % App. Total 43.5 0 56.5 22.6 77.4 0 0 0 0 9.6 90.4 0 PHF .933 .000 .936 .965 .940 .954 .000 .9651 .000 .000 .000 .881 .966 .000 .984 .971 NEWPORTRAMP Out In Total 0 1 1 1569 9 59 Right Th Lelft Peak Hour Data North I N N —� Peak Hour Begins at 04:45 P 1 2 rn o ? ti u w i c r mm o— Left Thru fti ht 48 0 148 Out In Total City: NEWPORT BEACH N -S Direction: RIVERSIDE DRIVE E -W Direction: PACIFIC COAST HIGHWAY Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 Grouos Printed- Turnina Movements File Name : h1104031 Site Code : 00003874 Start Date : 5/5/2011 Page No :1 "'BREAK "` RIVERSIDE DRIVE. PACIFIC COAST RIVERSIDE DRIVE PACIFIC COAST Southbound HIGHWAY 04:30 PM Northbound 0 25 HIGHWAY 442 5 1 0 6 Westbound 0 377 75 1065 Eastbound 100 1 Start Time RightT Right ThruT Left Right I Thru I Left Right I Thru I Left Right Thru Left Int. Total 07:00 AM 33 0 5 5 145 1 0 0 0 0 252 31 472 07:15 AM 50 0 13 10 190 1 0 0 1 2 306 67 640 07:30 AM 63 0 12 16 232 2 0 0 0 0 421 92 838 07:45 AM 124 1 16 13 235 2 1 1 1 4 520 102 1020 Total 270 1 46 44 802 6 1 1 2 6 1499 292 2970 08:00 AM 144 0 261 13 250 2 0 1 1 3 428 97 965 08:15 AM 67 1 251 19 331 2 0 0 0 1 483 55 984 08:30 AM 77 1 19 19 279 2 0 1 1 4 469 95 967 08:45 AM 65 0 24 19 293 4 0 0 0 2 464 54 925 Total 353 2 941 70 1153 101 0 2 21 10 1844 301 3841 "'BREAK "` 04:30 PM 121 0 25 13 442 5 1 0 6 0 377 75 1065 04:45 PM 100 1 33 15 538 8 1 0 5 3 426 65 1195 Total 1 221 1 581 28 980 131 2 0 11 3 803 1401 2260 05:00 PM 124 0 25 12 533 13 4 0 5 6 336 84 1142 05:15 PM 103 1 33 14 590 12 6 3 2 4 323 59 1150 05:30 PM 126 1 23 12 602 9 2 0 2 4 325 62 1168 05:45 PM 123 1 22 17 566 7 6 2 3 4 357 69 1177 Total 476 3 1031 55 2291 41 18 5 121 18 1341 2741 4637 06:00 PM 95 1 14 6 604 6 4 0 8 5 288 51 1082 06:15 PM 98 0 15 14 534 6 2 0 2 4 310 45 1030 Grand Total 1513 8 330 217 6364 82 27 8 37 46 6085 1103 15820 Apprch % 81.7 0.4 17.8 3.3 95.5 1.2 37.5 11.1 51.4 0.6 84.1 15.2 Total % 9.6 0.1 2.1 1.4 40.2 0.5 0.2 0.1 0.2 0.3 38.5 7 Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 City: NEWPORT BEACH N -S Direction: RIVERSIDE DRIVE E -W Direction: PACIFIC COAST HIGHWAY File Name : h1104031 Site Code : 00003874 Start Date : 5/5/2011 Page No : 2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 0745 AM Int. Total 07:45 AM RIVERSIDE DRIVE Southbound PACIFIC COAST HIGHWAY Westbound RIVERSIDE DRIVE Northbound PACIFIC COAST HIGHWAY Eastbound Start Time Right I Thru I Left I Aap.Total I Right I Thru I Left I App. Total I Right I Thru I Left I ApG.Total I Right I Thru I Left I App. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 0745 AM Int. Total 07:45 AM 124 1 16 141 13 235 2 250 1 1 1 3 4 520 102 626 1020 08:00 AM 144 0 26 170 13 250 2 265 0 1 1 2 3 428 97 528 965 08:15 AM 67 1 25 93 19 331 2 352 0 0 0 0 1 483 55 539 984 08:30 AM 77 1 19 97 19 279 2 300 0 1 1 2 4 469 95 568 967 Total Volume 412 3 86 501 64 1095 8 1167 1 3 3 7 12 1900 349 2261 3936 % Apo. Total 82.2 0.6 17.2 5.5 93.8 0.7 14.3 42.9 42.9 0.5 84 15.4 PHF .715 .750 .827 .737 .842 .627 1.000 .829 .250 .750 .750 .583 .750 .913 .855 .903 .965 RIVERSIDE DRIVE Out In Total 416 501 917 412 3 86 Right Thru L eft Peak Hour Data '< -o> =s 0 � North z S! V p i 0 FAN °02 '_D Peak Hour Begins at 07:45 A 1 -2 $ m to 0 n V J o p Turnina Movements a pm> Left Thru Ri ht 3 3 t 23 30 Out In Total Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 City: NEWPORT BEACH N -S Direction: RIVERSIDE DRIVE E -W Direction: PACIFIC COAST HIGHWAY File Name : h1104031 Site Code : 00003874 Start Date : 5/5/2011 Page No : 3 Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM Int. Total 04:45 PM RIVERSIDE DRIVE Southbound PACIFIC COAST HIGHWAY Westbound RIVERSIDE DRIVE Northbound PACIFIC COAST HIGHWAY Eastbound Start Time I Right I Thru I Left I App, Total I Right I Thru I Left I App. Total Right I Thru I Left I App. Total Right I Thru I Left I App. Total Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM Int. Total 04:45 PM 100 1 33 134 15 538 8 561 1 0 5 6 3 426 65 494 1195 05:00 PM 124 0 25 149 12 533 13 558 4 0 5 9 6 336 84 426 1142 05:15 PM 103 1 33 137 14 590 12 616 6 3 2 11 4 323 59 386 1150 05:30 PM 126 1 23 150 12 602 9 623 2 0 2 4 4 325 62 391 1168 Total Volume 453 3 114 570 53 2263 42 2358 13 3 14 30 17 1410 270 1697 4655 % App. Total 79.5 0.5 20 2.2 96 1.8 43.3 10 46.7 1 83.1 15.9 PHF .899 .750 .864 .950 .883 .940 .808 .946 .542 .250 .700 .682 .708 .827 .804 .859 .974 RIVERSIDE DRIVE Out In Total 453 3 114 Right T� Left Peak Hour Data Q3� D MFV f .p i; 01� North n i Q O m 2� Peak Hour Begins at 04:45 P O 2u o ti U Z Turning Mgyamentta r � Q �dD a u t Left Thru Ri ht 62 30 92 Out In Total City: NEWPORT BEACH N -S Direction: TUSTIN AVENUE E -W Direction: COAST HIGHWAY Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 Qmtms Printed- Turning Movements File Name : H1104032 Site Code : 00005058 Start Date : 5/10/2011 Page No : 1 * ** BREAK * ** 04:45 PM TUSTIN AVENUE 0 COAST HIGHWAY 1 5 DRIVEWAY 0 COAST HIGHWAY 0 0 408 Southbound 945 Total Westbound 0 Northbound 1 16 948 0 Eastbound 0 0 Start Time Right Thru Left Right Thru Left Right Thru I Left Right Thru Left In[ Total 07:00 AM 0 0 2 3 167 0 0 0 0 0 301 1 474 07:15 AM 4 0 7 2 181 0 0 0 0 0 322 4 520 07:30 AM 6 0 2 5 214 0 0 0 0 0 380 3 610 07:45 AM 6 0 4 23 249 0 0 0 0 0 508 25 815 Total 16 0 15 33 811 0 0 0 0 0 1511 33 2419 08:00 AM 9 0 4 12 262 0 0 0 0 0 490 12 789 08:15 AM 4 0 6 3 300 0 0 0 0 0 471 6 790 08:30 AM 3 0 8 7 301 0 0 0 0 0 458 1 778 08:45 AM 8 0 10 6 343 0 0 0 0 0 476 6 849 Total 24 0 2$ 1 28 1206 0 0 0 0 0 1895 25 3206 * ** BREAK * ** 04:45 PM 7 0 12 1 5 493 0 0 0 0 0 408 20 945 Total 1 15 0 26 1 16 948 0 1 0 0 0 0 808 50 1 1863 05:00 PM 9 0 12 11 502 0 1 0 0 0 374 14 923 05:15 PM 9 0 14 9 647 0 0 0 0 0 383 21 1083 05:30 PM 3 0 12 11 598 0 2 0 0 2 306 13 947 05:45 PM 7 0 12 9 549 0 0 0 1 3 297 18 896 Total 28 0 50 40 2296 0 3 0 1 5 1360 66 3849 06:00 PM 8 0 7 9 564 0 1 0 1 0 295 13 898 06:15 PM 3 0 7 5 578 0 1 0 0 1 295 23 913 Grand Total 94 0 133 131 6403 0 5 0 2 6 6164 210 13148 Apprch % 41.4 0 58.6 2 98 0 71.4 0 28.6 0.1 96.6 3.3 Total % 0.7 0 1 I 48.7 0 0 0 0 0 46.9 1.6 Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 City: NEWPORT BEACH N -S Direction: TUSTIN AVENUE E -W Direction: COAST HIGHWAY File Name : H1104032 Site Code : 00005058 Start Date : 5/10/2011 Page No :2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM ]m. Total 08:00 AM TUSTIN AVENUE Southbound COAST HIGHWAY Westbound DRIVEWAY Northbound COAST HIGHWAY Eastbound Start Time I Right I Thrtr I Left I App. TMI I Right I Thru I Left I App. Tmat I Right I Thru I Left I App. Tout I Right I Than I Left I App. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM ]m. Total 08:00 AM 9 0 4 13 12 262 0 274 0 0 0 0 0 490 12 502 789 08:15 AM 4 0 6 10 3 300 0 303 0 0 0 0 0 471 6 477 790 08:30 AM 3 0 8 11 7 301 0 308 0 0 0 0 0 458 1 459 778 08:45 AM 8 0 10 18 6 343 0 349 0 0 0 0 0 476 6 482 849 Total Volume 24 0 28 52 28 1206 0 1234 0 0 0 0 0 1895 25 1920 3206 % App. Total 46.2 0 53.8 2.3 97.7 0 0 0 0 0 98.7 1.3 PDT .667 .000 .700 .722 .583 .879 .000 .884 .000 .000 .000 .000 .000 .967 .521 .956 .944 TUSTIN AVENUE Out In Total 53 52 1 105 24 0 2 Right Thm Left Peak Hour Data Fa "°A �NaO 3 � NNorth O 3 m D Z N y x m s —► Peak Hour Begins at 08:00 A 4 —� o r+ 5? r 2. A m OJ m p Turning Move a �-m� n Left Thru Ri ht 0 0 0 Out In Total Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 City: NEWPORT BEACH N -S Direction: TUSTIN AVENUE E -W Direction: COAST HIGHWAY File Name : H1104032 Site Code : 00005058 Start Date : 5/10/2011 Page No :3 Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM lot. Total 04:45 PM TUSTIN AVENUE Southbound COAST HIGHWAY Westbound DRIVEWAY Northbound COAST HIGHWAY Eastbound Start Time I Right I Thou I Left I Apo. Total I Right I Thou I Left I App. Total I Right I Thou I Left I App. Total I Right I Thru I Left I AM. Total Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM lot. Total 04:45 PM 7 0 12 19 5 493 0 498 0 0 0 0 0 408 20 428 945 05:00 PM 9 0 12 21 11 502 0 513 1 0 0 1 0 374 14 388 923 05:15 PM 9 0 14 23 9 647 0 656 0 0 0 0 0 383 21 404 1083 05:30 PM 3 0 12 15 11 598 0 609 2 0 0 2 2 306 13 321 947 Total Volume 28 0 50 78 36 2240 0 2276 3 0 0 3 2 1471 68 1541 3898 % Apo. Total 35.9 0 64.1 1.6 98.4 0 100 0 0 0.1 95.5 4.4 PHF .778 .000 .893 .848 .818 .866 .000 .867 1 .375 .000 .000 .375 1 .250 .901 .810 .900 .900 TUSTIN AVENUE Out In Total 78 F 152 28 0 50 Right Thou Left Peak Hour Data m 0 North ^ m O x m Uc _' f 2 N_ti x _ Fc� Peak Hour Begins at 04:45 P 4--2 Turning Moyernenta F o rn t7 x om o— Left Thm Ri ht 0�F Out In Total nRIVFWAY City: NEWPORT BEACH N -S Direction: IRVINE AVENUE E -W Direction: DOVER DRIVE -19TH ST Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 Grouns Printed - Turninn Movements File Name : H1204029 Site Code : 00005701 Start Date : 4/24/2012 Page No :1 — BREAK * ** IRVINEAVENUE DOVER DRIVE IRVINEAVENUE 19TH STREET Southbound Westbound Northbound 04:45 PM 14 Eastbound 39 56 Start Time Right Thru Left Rl ht Thru Left Right Thru Left --Right Thru Left Int. Total 07:00 AM 2 109 17 17 8 0 4 95 5 9 15 8 289 07:15 AM 5 107 18 26 8 3 1 102 4 6 19 10 309 07:30 AM 5 170 30 51 22 5 6 145 11 4 34 13 496 07:45 AM 0 300 44 66 22 1 2 241 8 8 61 12 755 Total 12 686 109 160 60 9 13 583 28 27 119 43 1849 08:00 AM 7 128 33 84 31 4 1 211 12 7 32 20 570 08:15 AM 6 140 25 39 26 2 3 183 9 9 38 19 499 08:30 AM 4 153 34 45 27 1 3 159 22 7 22 19 496 08:45 AM 9 151 27 43 25 0 3 167 17 16 29 15 502 Total 26 572 1191 211 109 71 10 720 601 39 121 731 2067 — BREAK * ** 04:45 PM 14 277 39 56 46 8 10 126 43 18 38 13 688 Total 1 19 470 781 107 107 131 17 269 581 32 56 21 1247 05:00 PM 10 264 40 57 49 7 13 178 161 11 20 5 670 05:15 PM 21 310 37 56 48 5 12 175 23 19 26 17 749 05:30 PM 24 334 43 65 39 10 6 179 15 15 25 13 768 05:45 PM 20 299 38 58 45 7 6 150 17 12 23 13 688 Total 75 1207 1581 236 181 29 37 682 71 1 57 94 481 2875 06:00 PM 16 293 48 47 43 9 6 156 14 4 24 7 667 06:15 PM 16 233 31 45 38 7 9 154 17 8 18 11 587 Grand Total 164 3461 543 806 538 74 92 2564 248 167 432 203 9292 Apprch % 3.9 83 13 56.8 37.9 5.2 3.2 88.3 8.5 20.8 53.9 25.3 Total % 1.8 37.2 5.8 8.7 5.8 0.8 1 27.6 2.7 1.8 4.6 2.2 Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 City: NEWPORT BEACH N -S Direction: IRVINE AVENUE E -W Direction: DOVER DRIVE -19TH ST File Name : H1204029 Site Code : 00005701 Start Date : 4/24/2012 Page No :2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 0730 AM Int Total 07:30 AM IRVINE AVENUE Southbound DOVER DRIVE Westbound IRVINE AVENUE Northbound 19TH STREET Eastbound Start Time I Right I Thru I Left I App, Total I Right I Thru I Left I App.Totai I Right I Thru I Left I App.Total I Right I Thru I Left I App. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 0730 AM Int Total 07:30 AM 5 170 30 205 51 22 5 78 6 145 11 162 4 34 13 51 496 07:45 AM 0 300 44 344 66 22 1 89 2 241 8 251 8 51 12 71 755 08:00 AM 7 128 33 168 84 31 4 119 1 211 12 224 7 32 20 59 570 08:15 AM 6 140 25 171 39 26 2 67 3 183 9 195 9 38 19 66 499 Total Volume 18 738 132 888 240 101 12 353 12 780 40 832 28 155 64 247 2320 % App. Total 2 83.1 14.9 68 28.6 3.4 1.4 93.8 4.8 11.3 62.8 25.9 PHF .643 .615 .750 .645 .714 .615 .600 .742 1 500 .809 .833 .829 .778 .760 .800 .870 .768 IRVINE AVENUE Out In Total 1084 888 1972 18 738 132 Right ThN Left t. 'I IL+ Peak Hour Data m — o � 0 N m N North O m Peak Hour Begins at 07:30 A �2 A Turnip Movements -r m 5 O a N N � N - 4 T r' Left VThnuR, 4 77810 Out In Total Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 City: NEWPORT BEACH N -S Direction: IRVINE AVENUE E -W Direction: DOVER DRIVE -19TH ST File Name : H1204029 Site Code : 00005701 Start Date : 4/24/2012 Page No :3 Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM Int. Total 04:45 PM IRVINE AVENUE Southbound DOVER DRIVE Westbound IRVINE AVENUE Northbound 19TH STREET Eastbound Start Time I Right I Thru I Left I App, Total I Right I Thru I Left I App. Total I Right I Thru I Left I App.Total I Right I Thru I Left I App. Total Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM Int. Total 04:45 PM 14 277 39 330 56 46 8 110 10 126 43 179 18 38 13 69 688 05:00 PM 10 264 40 314 57 49 7 113 13 178 16 207 11 20 5 36 670 05:15 PM 21 310 37 368 56 48 5 109 12 175 23 210 19 26 17 62 749 05:30 PM 24 334 43 401 65 39 10 114 6 179 15 200 15 25 13 53 768 Total Volume 69 1185 159 1413 234 182 30 446 41 658 97 796 63 109 48 220 2875 % App. Total 4.9 83.9 11.3 52.5 40.8 6.7 5.2 82.7 12.2 28.6 49.5 21.8 PHF .719 .887 .924 .881 .900 .929 .750 .978 .788 .919 .564 .948 .829 .717 .706 .797 .936 IRVINE AVENUE Out In Total 940 1413 F 2353 1 5 1 9 Right Thru Left Peak Hour Data N � in North �O of M of o < ul—i —► Peak Hour Begins at 04:45 P j N q A m m — Turnina Movements < �g y m NN VI F+ C ft VThR1 97 127 8 74 Out In Total IRVINF AVENUE City: NEWPORT BEACH N -S Direction: IRVINE AVENUE E -W Direction: 17TH ST - WESTCLIFF DR Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 Grouns Printed - Turninn Movements File Name : H1204030 Site Code : 00003873 Start Date : 5/3/2012 Page No :1 — BREAK * ** 04:30 PM IRVINEAVENUE 113 WESTCLIFF DRIVE 29 IRVINEAVENUE 16 17TH STREET 101 Southbound Westbound 04:45 PM Northbound 113 711 Eastbound 162 15I Start Time Right Thru Left Rl ht Thru Left Right Thru Left --Right Thru Left Int Total 07:00 AM 25 64 16 0 33 3 3 73 43 39 68 23 390 07:15 AM 26 43 13 4 42 5 3 64 59 30 80 31 400 07:30 AM 25 124 38 11 47 5 4 101 79 53 88 31 606 07:45 AM 25 194 71 18 74 5 6 130 69 80 116 53 841 Total 101 425 138 33 196 18 16 368 250 202 352 138 2237 08:00 AM 48 105 49 16 81 10 13 178 85 35 118 64 802 08:15 AM 25 63 30 12 109 7 8 108 71 28 131 49 641 08:30 AM 34 76 28 16 125 17 10 90 49 37 113 64 659 08:45 AM 50 88 58 14 135 14 4 100 68 35 116 40 722 Total 157 332 1651 58 450 481 35 476 2731 135 478 2171 2824 — BREAK * ** 04:30 PM 71 113 38 29 151 16 11 101 04:45 PM 72 113 711 17 162 15I 9 95 8011 46 125 77I 883 Total 1 143 226 1091 46 313 31 20 196 151 1 95 270 1451 1745 05:00 PM 73 111 38 17 158 19 8 93 63 48 121 64 813 05:15 PM 118 142 59 38 136 16 9 128 79 55 126 58 964 05:30 PM 149 143 45 14 144 26 11 107 76 59 126 69 969 05:45 PM 135 164 38 21 143 17 9 139 81 60 109 50 966 Total 475 560 1801 90 581 781 37 467 299 222 482 241 3712 06:00 PM 121 135 28 14 131 22 17 85 76 44 111 71 855 06:15 PM 94 134 35 10 143 15 12 72 73 70 125 60 843 Grand Total 1091 1812 655 251 1814 212 137 1664 1122 768 1818 872 12216 Apprch % 30.7 50.9 18.4 11 79.7 9.3 4.7 56.9 38.4 22.2 52.6 25.2 Total % 8.9 14.8 5.4 2.1 14.8 1.7 1.1 13.6 9.2 6.3 14.9 7.1 Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 City: NEWPORT BEACH N -S Direction: IRVINE AVENUE E -W Direction: 17TH ST - WESTCLIFF DR File Name : H1204030 Site Code : 00003873 Start Date : 5/3/2012 Page No :2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 0745 AM Int. Total 07:45 AM IRVINE AVENUE Southbound WESTCLIFF DRIVE Westbound IRVINE AVENUE Northbound 17TH STREET Eastbound Start Time I Right I Thru I Left I App, Total I Right I Thru I Left I App.Towi I Right I Thru I Left I App. Total Right I Thru I Left I Apo. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 0745 AM Int. Total 07:45 AM 25 194 71 290 18 74 5 97 6 130 69 205 80 116 53 249 841 08:00 AM 48 105 49 202 16 81 10 107 13 178 85 276 35 118 64 217 802 08:15 AM 25 63 30 118 12 109 7 128 8 108 71 187 28 131 49 208 641 08:30 AM 34 76 28 138 16 125 17 158 10 90 49 149 37 113 64 214 659 Total Volume 132 438 178 748 62 389 39 490 37 506 274 817 180 478 230 888 2943 % App. Total 17.6 58.6 23.8 12.7 79.4 8 4.5 61.9 33.5 20.3 53.8 25.9 PHF .688 .564 .627 .645 .861 .778 .574 .775 1 .712 .711 .806 .740 .563 .912 .898 .892 .875 IRVINE AVENUE Out In Total 798 748 1546 1321 4381 178 Right Thru Left lt tI Y Peak Hour Data 1 J North z N " m In ti y — v 2 Peak Hour IE Begins at 0745 A �2 g Turning Movements = m o m M �Qr ^o:+ m om Wes_ Left VThnuR, 274 65 7 74 Out In Total Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 City: NEWPORT BEACH N -S Direction: IRVINE AVENUE E -W Direction: 17TH ST - WESTCLIFF DR File Name : H1204030 Site Code : 00003873 Start Date : 5/3/2012 Page No :3 Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:15 PM Int. Total 05:15 PM IRVINE AVENUE Southbound WESTCLIFF DRIVE Westbound IRVINE AVENUE Northbound 17TH STREET Eastbound Start Time I Right I Thru I Left I App, Tutel I Right I Thru I Left I App. Total I Right I Thru I Left I App.Total I Right I Thru I Left I App. Total Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:15 PM Int. Total 05:15 PM 118 142 59 319 38 136 16 190 9 128 79 216 55 126 58 239 964 05:30 PM 149 143 45 337 14 144 26 184 11 107 76 1941 59 126 69 254 969 05:45 PM 135 164 38 337 21 143 17 181 9 139 81 229 60 109 50 219 966 06:00 PM 121 135 26 284 14 131 22 167 17 85 76 178 44 111 71 226 855 Total Volume 523 584 170 1277 87 554 81 722 46 459 312 817 218 472 248 938 3754 % App. Total 41 45.7 13.3 12 76.7 11.2 5.6 56.2 38.2 23.2 50.3 26.4 PHF .878 .890 .720 .947 .572 .962 .779 .950 1 676 .826 .963 .892 .908 .937 .873 .923 .969 IRVINE AVENUE Out In Total 794 1277 2071 52 170 Right Thru Left Peak Hour Data N �O� to North T V of rn —► Peak Hour Begins a105:15 P 1 -2 N T Turn —rn-� in ov m is p om F+ C ft VThRl 312 88 3 00 Out In Total IRVINFAVFNUF City: NEWPORT BEACH N -S Direction: DOVER DRIVE E -W Direction: WESTCLIFF DRIVE Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 Grouns Printed - Turninn Movements File Name : H1204028 Site Code : 00000562 Start Date : 4/25/2012 Page No :1 — BREAK * ** DOVER DRIVE DEAD END DOVER DRIVE WESTCLIFF DRIVE Southbound Westbound Northbound 19 83 Eastbound 0 Start Time Right Thru Left Right Thru Left Right Thru Left Ri ht Thru Left Int, Total 07:00 AM 8 41 0 0 0 0 0 38 27 67 0 11 192 07:15 AM 16 84 0 0 0 0 0 39 25 75 0 11 250 07:30 AM 18 94 0 0 0 0 0 81 42 96 0 8 339 07:45 AM 31 121 0 0 0 0 0 109 63 155 0 13 492 Total 73 340 0 0 0 0 0 267 157 393 0 43 1273 08:00 AM 26 81 0 0 0 0 0 109 961 104 0 19 435 08:15 AM 15 84 0 0 0 0 0 86 75 130 0 16 406 08:30 AM 39 143 0 0 0 0 0 87 100 130 0 17 516 08:45 AM 31 164 0 0 0 0 0 129 91 145 0 15 575 Total 111 472 01 0 0 01 0 411 3621 509 0 671 1932 — BREAK * ** 04:45 PM 19 83 0 0 0 0 0 123 123 126 0 36 510 Total 1 45 161 01 0 0 01 0 250 2601 256 0 61 1033 05:00 PM 24 86 0 0 0 0 0 111 131 120 0 30 502 05:15 PM 26 91 0 0 0 0 0 150 150 146 0 26 589 05:30 PM 24 101 0 0 0 0 0 149 132 114 0 34 554 05:45 PM 29 91 0 0 0 0 0 133 137 123 0 31 544 Total 103 369 01 0 0 o 0 543 5501 503 0 121 2189 06:00 PM 32 79 0 0 0 0 0 97 117 104 0 31 460 06:15 PM 20 83 0 0 0 0 0 118 102 83 0 23 429 Grand Total 384 1504 0 0 0 0 0 1686 1548 1848 0 346 7316 Apprch % 20.3 79.7 0 0 0 0 0 52.1 47.9 84.2 0 15.8 Total % 5.2 20.6 0 0 0 0 0 23 21.2 25.3 0 4.7 Transportation Studies, Inc. 2640 Walnut Avenue, Suite IT Tustin, CA. 92780 City: NEWPORT BEACH N -S Direction: DOVER DRIVE E -W Direction: WESTCLIFF DRIVE File Name : H1204028 Site Code : 00000562 Start Date : 4/25/2012 Page No :2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 0800 AM Int. Total 08:00 AM DOVER DRIVE Southbound DEAD END Westbound DOVER DRIVE Northbound WESTCLIFF DRIVE Eastbound Start Time I Right I Thru I Left I App, Total I Right I Thru I Left I App.Towi I Right I Thru I Left I App.Total I Right I Thru I Left I Apo. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 0800 AM Int. Total 08:00 AM 26 81 0 107 0 0 0 0 0 109 96 205 104 0 19 123 435 08:15 AM 15 84 0 99 0 0 0 0 0 86 75 161 130 0 16 146 406 08:30 AM 39 143 0 182 0 0 0 0 0 87 100 187 130 0 17 147 516 08:45 AM 31 164 0 195 0 0 0 0 0 129 91 220 145 0 15 160 575 Total Volume 111 472 0 583 0 0 0 0 0 411 362 773 509 0 67 576 1932 % App. Total 19 81 0 0 0 0 0 53.2 46.8 88.4 0 11.6 PHF .712 .720 .000 .747 .000 .000 .000 .000 1 .000 .797 .905 .878 1 .878 .000 .882 .900 .840 DOVER DRIVE Out In Total F-4-7-81 583 F 1061 111 472 0 Right Thou Lleftt t'I Y Peak Hour Data s �0 � North 3 0 0 0 4 m m LL�N D Peak Hour Begins at 08:00 A ♦2 = m U o o 0 Turning Movements m 0 30.1 F+ Left Thru Ri 7Z� 1754 Out In Total Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 City: NEWPORT BEACH N -S Direction: DOVER DRIVE E -W Direction: WESTCLIFF DRIVE File Name : H1204028 Site Code : 00000562 Start Date : 4/25/2012 Page No :3 Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Int. Total 05:00 PM DOVER DRIVE Southbound DEAD END Westbound DOVER DRIVE Northbound WESTCLIFF DRIVE Eastbound Start Time I Right I Thru I Left I App, Total I Right I Thru I Left I App. Total I Right I Thru I Left I App.Total I Right I Thru I Lek I App. Total Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Int. Total 05:00 PM 24 86 0 110 0 0 0 0 0 111 131 242 120 0 30 150 502 05:15 PM 26 91 0 117 0 0 0 0 0 150 150 300 146 0 26 172 589 05:30 PM 24 101 0 125 0 0 0 0 0 149 132 281 114 0 34 148 554 05:45 PM 29 91 0 120 0 0 0 0 0 133 137 270 123 0 31 154 544 Total Volume 103 369 0 472 0 0 0 0 0 543 550 1093 503 0 121 624 2189 % App. Total 21.8 78.2 0 0 0 0 0 49.7 50.3 80.6 0 19.4 PHF .888 .913 .000 .944 .000 .000 .000 .000 1 .000 .905 .917 .911 1 .861 .000 .890 .907 .929 DOVER DRIVE Out In Total 664 472 Fli376 10 Right Thru Left Peak Hour Data N w ° � ? *p O North e m N U ° � Peak Hour Begins at 05:00 P 1 -2 a 0 o m H z u> — Turnina Movements o m F+ C ft VThR1 5587265 Out In Total DOVER DRIVE City: NEWPORT BEACH N -S Direction: DOVER DRIVE E -W Direction: 16TH STREET Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 Grouns Printed - Turninn Movements File Name : h1204027 Site Code : 00005163 Start Date : 4/25/2012 Page No :1 — BREAK * ** 04:30 PM DOVER DRIVE 188 16TH STREET 17 DOVER DRIVE 16TH STREET Southbound Westbound Northbound 9 206 Eastbound 8 3 Start Time Right Thru Left Right Thru Left Right Thru Left --Right Thru Left Int. Total 07:00 AM 1 109 5 7 1 4 2 53 8 25 1 5 221 07:15 AM 3 133 12 4 0 3 3 56 5 38 6 0 263 07:30 AM 4 180 5 12 0 21 9 107 23 46 1 3 411 07:45 AM 4 245 13 14 2 9 9 157 24 59 8 4 548 Total 12 667 35 37 3 37 23 373 60 168 16 12 1443 08:00 AM 3 194 12 16 1 6 15 193 23 53 4 2 522 08:15 AM 12 197 5 19 2 10 5 146 20 53 5 4 478 08:30 AM 24 236 11 12 5 17 9 176 21 40 3 10 564 08:45 AM 11 280 12 12 2 11 14 203 23 63 9 13 653 Total 50 907 401 59 10 441 43 718 871 209 21 291 2217 — BREAK * ** 04:30 PM 6 188 17 04:45 PM 9 206 121 8 3 4 14 236 18 36 10 5 560 Total 1 15 394 321 25 5 101 19 470 41 1 74 13 101 1108 05:00 PM 4 190 32 15 5 10 13 229 29 37 6 10 580 05:15 PM 6 205 11 12 2 15 8 275 43 37 6 8 628 05:30 PM 7 226 20 12 3 16 14 253 22 39 5 8 625 05:45 PM 6 195 16 11 4 11 10 260 42 40 6 8 609 Total 23 816 791 50 14 52 45 1017 136 153 23 341 2442 06:00 PM 4 166 16 8 5 9 10 199 27 25 4 7 480 06:15 PM 8 177 18 8 2 5 10 214 32 21 4 2 501 Grand Total 112 3127 220 187 39 157 150 2991 383 650 81 94 8191 APPrch % 3.2 90.4 6.4 48.8 10.2 41 4.3 84.9 10.9 78.8 9.8 11.4 Total % 1.4 38.2 2.7 2.3 0.5 1.9 1.8 36.5 4.7 7.9 1 1.1 Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 City: NEWPORT BEACH N -S Direction: DOVER DRIVE E -W Direction: 16TH STREET File Name : h1204027 Site Code : 00005163 Start Date : 4/25/2012 Page No :2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 0800 AM Int. Total 08:00 AM DOVER DRIVE Southbound 16TH STREET Westbound DOVER DRIVE Northbound 16TH STREET Eastbound Start Time I Right I Thru I Left I App, Total I Right I Thru I Left I App.Towi I Right I Thru I Left I App.Tolml I Right I Thru I Left I App. Toter Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 0800 AM Int. Total 08:00 AM 3 194 12 209 16 1 6 23 15 193 23 231 53 4 2 59 522 08:15 AM 12 197 5 214 19 2 10 31 5 146 20 17 1 53 5 4 62 478 08:30 AM 24 236 11 271 12 5 17 34 9 176 21 206 40 3 10 53 564 08:45 AM 11 280 12 303 12 2 11 25 14 203 23 240 63 9 13 85 653 Total Volume 50 907 40 997 59 10 44 113 43 718 87 848 209 21 29 259 2217 % App. Total 5 91 4 52.2 8.8 38.9 5.1 84.7 10.3 80.7 8.1 11.2 PHF .521 .810 .833 .823 .776 .500 .647 .831 1 717 .884 .946 .883 .829 .583 .558 .762 .849 DOVER DRIVE Out In Total 806 997 F 1803 50 907 40 Right Thru Left t. 'I `i. Peak Hour Data 0 oa 1 �o N C� North �pu & ^rn W U) N €� Peak Hour Begins at 08:00 A �2 = y ° m `~O r o f Tumin Movements m y 5V O �= A �N F+ Left Thu R­, h—t 7 71 3 1160 848 008 Out In Total Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 City: NEWPORT BEACH N -S Direction: DOVER DRIVE E -W Direction: 16TH STREET File Name : h1204027 Site Code : 00005163 Start Date : 4/25/2012 Page No :3 Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Int. Total 05:00 PM DOVER DRIVE Southbound 16TH STREET Westbound DOVER DRIVE Northbound 16TH STREET Eastbound Start Time I Right I Thru I Left I App, Total I Right I Thru I Left I App. Total I Right I Thru I Left I App.Total I Right I Thru I Left I App. Total Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Int. Total 05:00 PM 4 190 32 226 15 5 10 30 13 229 29 271 37 6 10 53 580 05:15 PM 6 205 11 222 12 2 15 29 8 275 43 326 37 6 8 51 628 05:30 PM 7 226 20 253 12 3 16 31 14 253 22 289 39 5 8 52 625 05:45 PM 6 195 16 217 11 4 11 26 10 260 42 312 40 6 8 64 609 Total Volume 23 816 79 918 50 14 52 116 45 1017 136 1198 153 23 34 210 2442 % App. Total 2.5 88.9 8.6 43.1 12.1 44.8 3.8 84.9 11.4 72.9 11 16.2 PHF .821 .903 .617 .907 .633 .700 .813 .935 1 .804 .925 .791 .919 .956 .958 .850 .972 .972 DOVER DRIVE Out In Total 1101 918 2019 2 16 79 Right Thru Left Peak Hour Data m VO in North No rn in o i ul—i —► Peak Hour Begins at 05:00 P 1 -2 on x > m m m — in Movements r y �of � �N �o and '1 T r C ft VThR1 136 10 21 1 Out In Total DOVER DRIVE City: NEWPORT BEACH N -S Direction: DOVER - BAYSHORES E -W Direction: COAST HIGHWAY Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 Groups Printed - Turninn Movements File Name : H1204023 Site Code : 00000554 Start Date : 4/25/2012 Page No :1 — BREAK * ** DOVER DRIVE COAST HIGHWAY BAYSHORES DRIVE COAST HIGHWAY Southbound Westbound Northbound 04:45 PM 37 Eastbound 2091 268 Start Time Right Thru Left Right Thru Left Right Thru Left Ri ht Thru Left Int, Total 07:00 AM 22 11 108 61 145 1 7 6 2 5 244 11 623 07:15 AM 35 6 174 63 189 1 5 6 3 8 282 16 788 07:30 AM 38 6 181 94 234 1 10 18 8 5 392 21 1008 07:45 AM 40 7 256 129 253 4 17 15 10 3 486 21 1241 Total 135 30 719 347 821 7 39 45 23 21 1404 69 3660 08:00 AM 41 14 1691 168 295 5 13 4 7 9 449 33 1207 08:15 AM 48 8 2451 159 302 8 12 12 5 4 452 29 1284 08:30 AM 48 6 202 173 297 2 10 18 6 5 453 41 1261 08:45 AM 45 16 288 184 311 2 7 11 6 3 471 41 1385 Total 182 44 9041 684 1205 171 42 45 24 21 1825 1441 5137 — BREAK * ** 04:45 PM 37 15 2091 268 463 10 4 4 8 4 384 31 1437 Total 1 68 32 3841 528 930 171 7 12 121 8 773 701 2841 05:00 PM 32 12 181 258 509 10 9 9 3 7 379 32 1441 05:15 PM 34 12 2301 323 544 16 10 11 4 4 389 29 1606 05:30 PM 32 12 221 305 515 13 15 9 8 5 356 28 1519 05:45 PM 38 13 2081 284 486 9 16 3 1 6 353 30 1447 Total 136 49 8401 1170 2054 48 50 32 161 22 1477 1191 6013 06:00 PM 30 5 174 253 454 12 6 10 2 1 351 27 1325 06:15 PM 32 11 190 217 443 8 2 4 3 1 336 34 1281 Grand Total 583 171 3211 3199 5907 109 146 148 80 74 6166 463 20257 APPrch % 14.7 4.3 81 34.7 64.1 1.2 39 39.6 21.4 1.1 92 6.9 Total % 2.9 0.8 15.9 15.8 29.2 0.5 0.7 0.7 0.4 0.4 30.4 2.3 Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 City: NEWPORT BEACH N -S Direction: DOVER - BAYSHORES E -W Direction: COAST HIGHWAY File Name : H1204023 Site Code : 00000554 Start Date : 4/25/2012 Page No :2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 0800 AM Int. Total 08:00 AM DOVER DRIVE Southbound COAST HIGHWAY Westbound BAYSHORES DRIVE Northbound COAST HIGHWAY Eastbound Start Time I Right I Thru I Left I App, Total I Right I Thru I Left I App.Towi I Right I Thru I Left I App. Total Right I Thru I Left I App.Totet Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 0800 AM Int. Total 08:00 AM 41 14 169 224 168 295 5 468 13 4 7 24 9 449 33 491 1207 08:15 AM 48 8 245 301 159 302 8 469 12 12 5 29 4 452 29 485 1284 08:30 AM 48 6 202 256 173 297 2 472 10 18 6 34 5 453 41 499 1261 08:45 AM 45 16 288 349 184 311 2 497 7 11 6 24 3 471 41 515 1385 Total Volume 182 44 904 1130 684 1205 17 1906 42 45 24 111 21 1825 144 1990 5137 % App. Total 16.1 3.9 BO 35.9 63.2 0.9 37.8 40.5 21.6 1.1 91.7 7.2 PHF .948 .688 .785 .809 .929 .969 .531 .959 1 .808 .625 .857 .816 .583 .969 .878 .966 1 .927 DOVER DRIVE Out In Total 073 1130 2003 182 44 904 Right Thru Lleftt t'I Y Peak Hour Data O� 1 .0 m �SO ` North 3 c D F m m IE Peak Hour Begins at 08:00 A 4--2 x & E Turning Movements m e 00 p9� F+ Left Thru Ri ht 24 4 42 02 111 93 Out In Total Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 City: NEWPORT BEACH N -S Direction: DOVER - BAYSHORES E -W Direction: COAST HIGHWAY File Name : H1204023 Site Code : 00000554 Start Date : 4/25/2012 Page No :3 Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Int. TUtal 05:00 PM DOVER DRIVE Southbound COAST HIGHWAY Westbound BAYSHORES DRIVE Northbound COAST HIGHWAY Eastbound Start Time I Right I Thru I Left I App, Total I Right I Thru I Left I App. Total I Right I Thru I Left I App.Total I Right I Thru I Left I App. Total Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Int. TUtal 05:00 PM 32 12 181 225 258 509 10 777 9 9 3 21 7 379 32 418 1441 05:15 PM 34 12 230 276 323 5 44 16 883 10 11 4 251 4 389 29 422 1606 05:30 PM 32 12 221 265 305 515 13 833 15 9 8 32 5 356 28 389 1519 05:45 PM 38 13 208 259 284 486 9 779 16 3 1 20 6 353 30 389 1447 Total Volume 136 49 840 1025 1170 2054 48 3272 50 32 16 98 22 1477 119 1618 6013 % App. Total 13.3 4.8 82 35.8 62.8 1.5 51 32.7 16.3 1.4 91.3 7.4 PHF .895 .942 .913 .928 .906 .944 .750 .926 .781 .727 .500 .766 .786 .949 .930 .959 .936 DOVER DRIVE Out In Total 1321 1025 F 2346 1 840 Right Thru Left Peak Hour Data N y00 North ? ro � —► Peak Hour Begins x105:00 P N � —?�-� Turnina Movements m� F+ C ft Th Ri h 6 32 50 19 98 217 Out In Total RALY.RHnRp.q DRIVE City: NEWPORT BEACH N -S Direction: BAYSIDE DRIVE E -W Direction: COAST HIGHWAY Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 Groups Printed - Turninn Movements File Name : H1204022 Site Code : 00003873 Start Date : 511/2012 Page No :1 — BREAK * ** BAYSIDE DRIVE COAST HIGHWAY 10 BAYSIDE DRIVE COAST HIGHWAY Southbound Westbound 04:45 PM Northbound 0 10 Eastbound 617 18 Start Time Right Thru Left Right Thru Left Right Thru Left Ri ht Thru Left Int, Total 07:00 AM 4 0 5 1 168 3 6 0 56 45 311 7 606 07:15 AM 1 3 2 4 206 8 7 2 54 52 387 5 731 07:30 AM 10 1 1 3 232 5 9 0 63 54 460 6 844 07:45 AM 12 2 4 2 302 11 14 1 88 83 635 16 1170 Total 27 6 12 10 908 27 36 3 261 234 1793 34 3351 08:00 AM 5 1 9 3 337 9 5 1 881 82 601 10 1151 08:15 AM 10 1 10 3 385 9 4 1 87 61 605 5 1181 08:30 AM 10 0 6 7 353 8 3 4 97 75 585 7 1155 08:45 AM 11 3 5 2 401 11 13 7 111 82 630 8 1284 Total 36 5 301 15 1476 371 25 13 3831 300 2421 301 4771 — BREAK * ** 10 10 04:45 PM 107 0 10 8 617 18 9 0 107 125 4110 12 1333 Total 1 27 1 161 18 1232 31 1 19 2 2191 276 873 281 2742 05:00 PM 12 9 9 8 606 19 10 1 112 128 448 12 1374 05:15 PM 7 1 6 7 850 15 5 3 102 130 512 12 1650 05:30 PM 12 3 5 3 675 11 6 2 107 103 482 18 1427 05:45 PM 7 3 3 5 732 12 8 2 89 112 453 8 1434 Total 38 16 231 23 2863 57 29 8 410 1 473 1895 501 5885 06:00 PM 14 1 7 8 622 8 9 3 105 85 438 15 1315 06:15 PM 11 1 3 12 609 20 4 1 78 111 412 12 1274 Grand Total 153 30 91 86 7710 180 122 30 1456 1479 7832 169 19338 Apprch % 55.8 10.9 33.2 1.1 96.7 2.3 7.6 1.9 90.5 15.6 82.6 1.8 Total % 0.8 0.2 0.5 0.4 39.9 0.9 0.6 0.2 7.5 7.6 40.5 0.9 Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 City: NEWPORT BEACH N -S Direction: BAYSIDE DRIVE E -W Direction: COAST HIGHWAY File Name : H1204022 Site Code : 00003873 Start Date : 5/1/2012 Page No :2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 0800 AM Int. Total 08:00 AM BAYSIDE DRIVE Southbound COAST HIGHWAY Westbound BAYSIDE DRIVE Northbound COAST HIGHWAY Eastbound Start Time I Right I Thru I Left I App, Total I Right I Thru I Left I App.Towi I Right I Thru I Left I App.Total I Right I Thru I Left I App.Totat Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 0800 AM Int. Total 08:00 AM 5 1 9 15 3 337 9 349 5 1 88 94 82 601 10 693 1151 08:15 AM 10 1 10 21 3 385 9 397 4 1 87 92 61 605 5 671 1181 08:30 AM 10 0 6 16 7 353 8 368 3 4 97 104 75 585 7 667 1155 08:45 AM 11 3 5 19 2 401 11 414 13 7 111 131 82 630 8 720 1284 Total Volume 36 5 30 71 15 1476 37 1528 25 13 383 421 300 2421 30 2751 4771 % App. Total 50.7 7 42.3 1 96.6 2.4 5.9 3.1 91 10.9 88 1.1 PHF .818 .417 .750 .845 .536 .920 .841 .923 .481 .464 .863 .803 1 .915 .961 .750 .955 .929 BAYSIDE DRIVE Out In Total 58 71 120 361 51 30 Right Thou Left lt tI Y Peak Hour Data } N Tom mdJ �p mOn ¢y North 3 u D x N � F N IE Peak Hour Begins at 08:00 A �2 m = 1 x Turning Movements m e O-� O x + oEK Left Thru Ri ht 38 1 2 342 421 783 Out In Total Transportation Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA. 92780 City: NEWPORT BEACH N -S Direction: BAYSIDE DRIVE E -W Direction: COAST HIGHWAY File Name : H1204022 Site Code : 00003873 Start Date : 511/2012 Page No :3 Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Int. Total 05:00 PM BAYSIDE DRIVE Southbound COAST HIGHWAY Westbound BAYSIDE DRIVE Northbound COAST HIGHWAY Eastbound Start Time I Right I Thru I Left I App, Total I Right I Thru I Left I App. Total I Right I Thru I Left I App.Total I Right I Thru I Left I App. Total Peak Hour Analysis From 04:30 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Int. Total 05:00 PM 12 9 9 30 8 606 19 633 10 1 112 123 128 448 12 588 1374 05:15 PM 7 1 6 14 7 850 15 872 5 3 102 110 130 512 12 654 1650 05:30 PM 12 3 5 20 3 675 11 689 6 2 107 115 103 482 18 603 1427 05:45 PM 7 3 3 13 5 732 12 749 8 2 89 99 112 453 8 573 1434 Total Volume 38 16 23 77 23 2863 57 2943 29 8 410 447 473 1895 50 2418 5885 % App. Total 49.4 20.8 29.9 0.8 97.3 1.9 6.5 1.8 91.7 19.6 78.4 2.1 PHF .792 .444 .639 .642 .719 .642 .750 .844 1 .725 .667 .915 .909 .910 .925 .694 .924 .892 BAYSIDE DRIVE Out In Total 81 77 158 1 23 Right Thru Left m Peak Hour Data N 1 'y'op V O 0 North ^ Z - y i —► Peak Hour Begins at 05:00 P 1 -2 m F u w 0 —rn-� Turnina Movements mm o— F+ C ft 410 546 F 993 Out In Total APPENDIX C Explanation and Calculation of Intersection Capacity Utilization EXPLANATION AND CALCULATION OF INTERSECTION CAPACITY UTILIZATION Overview The ability of a roadway to carry traffic is referred to as capacity. The capacity is usually greater between intersections and less at intersections because traffic flows continuously between them and only during the green phase at them. Capacity at intersections is best defined in terms of vehicles per lane per hour of green. If capacity is 1,600 vehicles per lane per hour of green, and if the green phase is 50 percent of the cycle and there are three lanes, then the capacity is 1,600 times 50 percent times 3 lanes, or 2,400 vehicles per hour for that approach. The technique used to compare the volume and capacity at an intersection is known as Intersection Capacity Utilization. Intersection Capacity Utilization, usually expressed as a decimal, is the proportion of an hour required to provide sufficient capacity to accommodate all intersection traffic if all approaches operate at capacity. If an intersection is operating at 0.800 of capacity (i.e., an Intersection Capacity Utilization of 0.800), then 0.200 of the traffic signal cycle is not used. The traffic signal could show red on all indications 0.200 of the time and the traffic signal would just accommodate approaching traffic. Intersection Capacity Utilization analysis consists of (a) determining the proportion of traffic signal time needed to serve each conflicting movement of traffic, (b) summing the times for the movements, and (c) comparing the total time required to the total time available. For example, if for north -south traffic the northbound traffic is 1,600 vehicles per hour, the southbound traffic is 1,200 vehicles per hour, and the capacity of either direction is 3,200 vehicles per hour, then the northbound traffic is critical and requires 1,600/3,200 or 0.500 of the traffic signal time. If for east -west traffic, 0.300 of the traffic signal time is required, then it can be seen that the Intersection Capacity Utilization is 0.500 plus 0.300, or 0.800. When left turn arrows (left turn phasing) exist, they are incorporated into the analysis. The critical movements are usually the heavy left turn movements and the opposing through movements. The Intersection Capacity Utilization technique is an ideal tool to quantify existing as well as future intersection operation. The impact of adding a lane can be quickly determined by examining the effect the lane has on the Intersection Capacity Utilization. Intersection Capacity Utilization Worksheets That Follow This Discussion The Intersection Capacity Utilization worksheet table contains the following information: 1. Peak hour turning movement volumes. 2. Number of lanes that serve each movement. 3. For right turn lanes, whether the lane is a free right turn lane, whether it has a right turn arrow, and the percent of right turns on red that are assumed. 4. Capacity assumed per lane. 5. Capacity available to serve each movement (number of lanes times capacity per lane). 6. Volume to capacity ratio for each movement. 7. Whether the movement's volume to capacity ratio is critical and adds to the Intersection Capacity Utilization value. 8. The yellow time or clearance interval assumed. 9. Adjustments for right turn movements. 10. The Intersection Capacity Utilization and Level of Service. The Intersection Capacity Utilization worksheet also has two graphics on the same page. These two graphics show the following: 1. Peak hour turning movement volumes. 2. Number of lanes that serve each movement. 3. The approach and exit leg volumes. 4. The two -way leg volumes. 5. An estimate of daily traffic volumes that is fairly close to actual counts and is based strictly on the peak hour leg volumes multiplied by a factor. 6. Percent of daily traffic in peak hours. 7. Percent of peak hour leg volume that is inbound versus outbound. A more detailed discussion of Intersection Capacity Utilization and Level of Service follows. Level of Service Level of Service is used to describe the quality of traffic flow. Levels of Service A to C operate quite well. Level of Service C is typically the standard to which rural roadways are designed. Level of Service D is characterized by fairly restricted traffic flow. Level of Service D is the standard to which urban roadways are typically designed. Level of Service E is the maximum volume a facility can accommodate and will result in possible stoppages of momentary duration. Level of Service F occurs when a facility is overloaded and is characterized by stop- and -go traffic with stoppages of long duration. A description of the various Levels of Service appears at the end of the Intersection Capacity Utilization description, along with the relationship between Intersection Capacity Utilization and Level of Service. Signalized and Unsignalized Intersections Although calculating an Intersection Capacity Utilization value for an unsignalized intersection is invalid, the presumption is that a traffic signal can be installed and the calculation shows whether the geometrics are capable of accommodating the expected volumes with a traffic signal. A traffic signal becomes warranted before Level of Service D is reached for a signalized intersection. Traffic Sienal Timins The Intersection Capacity Utilization calculation assumes that a traffic signal is properly timed. It is possible to have an Intersection Capacity Utilization well below 1.000, yet have severe traffic congestion. This would occur if one or more movements is not getting sufficient green time to satisfy its demand, and excess green time exists on other movements. This is an operational problem that should be remedied. Lane Capacity Capacity is often defined in terms of roadway width; however, standard lanes have approximately the same capacity whether they are 11 or 14 feet wide. Our data indicates a typical lane, whether a through lane or a left turn lane, has a capacity of approximately 1,750 vehicles per hour of green time, with nearly all locations showing a capacity greater than 1,600 vehicles per hour of green per lane. Right turn lanes have a slightly lower capacity; however 1,600 vehicles per hour is a valid capacity assumption for right turn lanes. This finding is published in the August 1978 issue of the Institute of Transportation Engineers Journal in the article entitled, "Another Look at Signalized Intersection Capacity" by William Kunzman, P.E. A capacity of 1,600 vehicles per hour per lane with no yellow time penalty, or 1,700 vehicles per hour with a 0.030 or 0.050 yellow time penalty is reasonable. Yellow Time The yellow time can either be assumed to be completely used and no penalty applied, or it can be assumed to be only partially usable. Total yellow time accounts for approximately 0.100 of a traffic signal cycle, and a penalty of 0.030 to 0.050 is reasonable. During peak hour traffic operation the yellow times are nearly completely used. If there is no left turn phasing, the left turn vehicles completely use the yellow time. Even if there is left turn phasing, the through traffic continues to enter the intersection on the yellow until just a split second before the red. Shared Lanes Shared lanes occur in many locations. A shared lane is often found at the end of an off ramp where the ramp forms an intersection with the cross street. Often at a diamond interchange off ramp, there are three lanes. In the case of a diamond interchange, the middle lane is sometimes shared, and the driver can turn left, go through, or turn right from that lane. If one assumes a three lane off ramp as described above, and if one assumes that each lane has 1,600 capacity, and if one assumes that there are 1,000 left turns per hour, 500 right turns per hour, and 100 through vehicles per hour, then how should one assume that the three lanes operate. There are three ways that it is done. One way is to just assume that all 1,600 vehicles (1,000 plus 500 plus 100) are served simultaneously by three lanes. When this is done, the capacity is 3 times 1,600 or 4,800, and the amount of green time needed to serve the ramp is 1,600 vehicles divided by 4,800 capacity or 33.3 percent. This assumption effectively assumes perfect lane distribution between the three lanes that is not realistic. It also means a left turn can be made from the right lane. Another way is to equally split the capacity of a shared lane and in this case to assume there are 1.33 left turn lanes, 1.33 right turn lanes, and 0.33 through lanes. With this assumption, the critical movement is the left turns and the 1,000 left turns are served by a capacity of 1.33 times 1,600, or 2,133. The volume to capacity ratio of the critical move is 1,000 divided by 2,133 or 46.9 percent. The first method results in a critical move of 33.3 percent and the second method results in a critical move of 46.9 percent. Neither is very accurate, and the difference in the calculated Level of Service will be approximately 1.5 Levels of Service (one Level of Service is 10 percent). The way Kunzman Associates, Inc. does it is to assign fractional lanes in a reasonable way. In this example, it would be assumed that there is 1.1 right turn lanes, 0.2 through lanes, and 1.7 left turn lanes. The volume to capacity ratios for each movement would be 31.3 percent for the through traffic, 28.4 percent for the right turn movement, and 36.8 percent for the left turn movement. The critical movement would be the 36.8 percent for the left turns. Right Turn on Red Kunzman Associates, Inc. software treats right turn lanes in one of five different ways. Each right turn lane is classified into one of five cases. The five cases are (1) free right turn lane, (2) right turn lane with separate right turn arrow, (3) standard right turn lane with no right turns on red allowed, (4) standard right turn lane with a certain percentage of right turns on red allowed, and (5) separate right turn arrow and a certain percentage of right turns on red allowed. Free Right Turn Lane If it is a free right turn lane, then it is given a capacity of one full lane with continuous or 1.000 green time. A free right turn lane occurs when there is a separate approach lane for right turning vehicles, there is a separate departure lane for the right turning vehicles after they turn and are exiting the intersection, and the through cross street traffic does not interfere with the vehicles after they turn right. Separate Right Turn Arrow If there is a separate right turn arrow, then it is assumed that vehicles are given a green indication and can proceed on what is known as the left turn overlap. The left turn overlap for a northbound right turn is the westbound left turn. When the left turn overlap has a green indication, the right turn lane is also given a green arrow indication. Thus, if there is a northbound right turn arrow, then it can be turned green for the period of time that the westbound left turns are proceeding. If there are more right turns than can be accommodated during the northbound through green and the time that the northbound right turn arrow is on, then an adjustment is made to the Intersection Capacity Utilization to account for the green time that needs to be added to the northbound through green to accommodate the northbound right turns. Standard Right Turn Lane, No Right Turns on Red A standard right turn lane, with no right turn on red assumed, proceeds only when there is a green indication displayed for the adjacent through movement. If additional green time is needed above that amount of time, then in the Intersection Capacity Utilization calculation a right turn adjustment green time is added above the green time that is needed to serve the adjacent through movement. Standard Right Turn Lane, With Right Turns on Red A standard right turn lane with say 20 percent of the right turns allowed to turn right on a red indication is calculated the same as the standard right turn case where there is no right turn on red allowed, except that the right turn adjustment is reduced to account for the 20 percent of the right turning vehicles that can logically turn right on a red light. The right turns on red are never allowed to exceed the time the overlap left turns take plus the unused part of the green cycle that the cross street traffic moving from left to right has. As an example of how 20 percent of the cars are allowed to turn right on a red indication, assume that the northbound right turn volume needs 40 percent of the traffic signal cycle to be satisfied. To allow 20 percent of the northbound right turns to turn right on red, then during 8 percent of the traffic signal cycle (40 percent of traffic signal cycle times 20 percent that can turn right on red) right turns on red will be allowed if it is feasible. For this example, assume that 15 percent of the traffic signal cycle is green for the northbound through traffic, and that means that 15 percent of the traffic signal cycle is available to satisfy northbound right turns. After the northbound through traffic has received its green, 25 percent of the traffic signal cycle is still needed to satisfy the northbound right turns (40 percent of the traffic signal cycle minus the 15 percent of the traffic signal cycle that the northbound through used). Assume that the westbound left turns require a green time of 6 percent of the traffic signal cycle. This 6 percent of the traffic signal cycle is used by northbound right turns on red. After accounting for the northbound right turns that occur on the westbound overlap left turn, 19 percent of the traffic signal cycle is still needed for the northbound right turns (25 percent of the cycle was needed after the northbound through green time was accounted for [see above paragraph], and 6 percent was served during the westbound left turn overlap). Also, at this point 6 percent of the traffic signal cycle has been used for northbound right turns on red, and still 2 percent more of the right turns will be allowed to occur on the red if there is unused eastbound through green time. For purpose of this example, assume that the westbound through green is critical, and that 15 percent of the traffic signal cycle is unused by eastbound through traffic. Thus, 2 percent more of the traffic signal cycle can be used by the northbound right turns on red since there is 15 seconds of unused green time being given to the eastbound through traffic. At this point, 8 percent of the traffic signal cycle was available to serve northbound right turning vehicles on red, and 15 percent of the traffic signal cycle was available to serve right turning vehicles on the northbound through green. So 23 percent of the traffic signal cycle has been available for northbound right turns. Because 40 percent of the traffic signal cycle is needed to serve northbound right turns, there is still a need for 17 percent more of the traffic signal cycle to be available for northbound right turns. What this means is the northbound through traffic green time is increased by 17 percent of the cycle length to serve the unserved right turn volume, and a 17 percent adjustment is added to the Intersection Capacity Utilization to account for the northbound right turns that were not served on the northbound through green time or when right turns on red were assumed. Separate Right Turn Arrow, With Right Turns on Red A right turn lane with a separate right turn arrow, plus a certain percentage of right turns allowed on red is calculated the same way as a standard right turn lane with a certain percentage of right turns allowed on red, except the turns which occur on the right turn arrow are not counted as part of the percentage of right turns that occur on red. Critical Lane Method Intersection Capacity Utilization parallels another calculation procedure known as the Critical Lane Method with one exception. Critical Lane Method dimensions capacity in terms of standardized vehicles per hour per lane. A Critical Lane Method result of 800 vehicles per hour means that the intersection operates as though 800 vehicles were using a single lane continuously. If one assumes a lane capacity of 1,600 vehicles per hour, then a Critical Lane Method calculation resulting in 800 vehicles per hour is the same as an Intersection Capacity Utilization calculation of 50 percent since 800/1,600 is 50 percent. It is our opinion that the Critical Lane Method is inferior to the Intersection Capacity Utilization method simply because a statement such as "The Critical Lane Method value is 800 vehicles per hour" means little to most persons, whereas a statement such as "The Intersection Capacity Utilization is 50 percent' communicates clearly. Critical Lane Method results directly correspond to Intersection Capacity Utilization results. The correspondence is as follows, assuming a lane capacity of 1,600 vehicles per hour and no clearance interval. Critical Lane Method Intersection Capacity Result Utilization Result 800 vehicles per hour 50 percent 960 vehicles per hour 60 percent 1,120 vehicles per hour 70 percent 1,280 vehicles per hour 80 percent 1,440 vehicles per hour 90 percent 1,600 vehicles per hour 100 percent 1,760 vehicles per hour 110 percent INTERSECTION CAPACITY UTILIZATION LEVEL OF SERVICE DESCRIPTION) Level of Service Description Volume to Capacity Ratio A Level of Service A occurs when progression is extremely 0.600 and below favorable and vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. B Level of Service B generally occurs with good progression 0.601 to 0.700 and /or short cycle lengths. More vehicles stop than for Level of Service A, causing higher levels of average delay. C Level of Service C generally results when there is fair 0.701 to 0.800 progression and /or longer cycle lengths. Individual cycle failures may begin to appear in this level. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. D Level of Service D generally results in noticeable congestion. 0.801 to 0.900 Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high volume to capacity ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. E Level of Service E is considered to be the limit of acceptable 0.901 to 1.000 delay. These high delay values generally indicate poor progression, long cycle lengths, and high volume to capacity ratios. Individual cycle failures are frequent. F Level of Service F is considered to be unacceptable to most 1.001 and up drivers. This condition often occurs when oversaturation, i.e., when arrival flow rates exceed the capacity of the intersection. It may also occur at high volume to capacity ratios below 1.00 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. 'Source: Highway Capacity Manual Special Report 209, Transportation Research Board, National Research Council Washington D.C., 2000. Existing (Year 2012) Default Scenario Fri Sep 21, 2012 10:57:11 Page 3 -1 Back Bay Landing Existing (Year 2012) Morning Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Base Volume Alternative) Intersection 41 Newport Boulevard (NS) at *West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.843 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Approach: North Bound South Bound East Bound 'West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Ignore Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------------ --------------- II--------------- II-- ------ ---- --- II--- ------- - - - - - I Volume Module: Base Vol: 0 0 0 419 0 315 0 2069 174 0 874 348 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: 0 0 0 419 0 315 0 2069 174 0 874 348 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 419 0 315 0 2069 0 0 874 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 419 0 315 0 2069 0 0 874 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 419 0 315 0 2069 0 0 874 0 ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 0 3200 1600 0 4800 1600 ------- - - - - -I -- - -II -- ---- II--------- ------ II - --- - - - -I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.13 0.00 0.20 0.00 0.65 0.00 0.00 0.18 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sao 21, 2012 10:57:25 Page 3 -1 Back Bay Landing Existing (Year 2012) Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #1 Newport Boulevard (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.720 Loss Time (sec): 0 (Y+R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ___I___ ___-- II--------------- II_--- _--------- _II_____--- __ -_ - -_I Control: Prntected Protected Permitted Permitted Rights: Include Include Ignore Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ---------- - -I - -- -- II--------------- II--------------- II---------- - - - - -I Volume Module: Base Vol: 0 0 0 595 0 459 0 1387 148 0 1763 515 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: 0 0 0 595 0 459 0 1387 148 0 1763 515 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 595 0 459 0 1387 0 0 1763 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 595 0 459 0 1387 0 0 1763 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 595 0 459 0 1387 0 0 1763 0 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 0 3200 1600 0 4800 1600 ------------ I --------------- II--------------- II----------- ---- II- --------- - -- - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.19 0.00 0.29 0.00 0.43 0.00 0.00 0.37 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:11 Page 4 -1 Back Bay Landing Existing (Year 2012) Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.660 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II --------------- II -_------------- II ---- ------ - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 3 3 1 86 3 412 349 1900 12 8 1095 64 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: 3 3 1 86 3 412 349 1900 12 8 1095 64 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: 3 3 1 86 3 412 349 1900 12 8 1095 64 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 3 3 1 86 3 412 349 1900 12 8 1095 64 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: 3 3 1 86 3 412 349 1900 12 8 1095 64 Ov1AdjVO1: 63 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.43 0.43 0.14 0.97 0.03 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 686 686 229 1546 54 1600 1600 3180 20 1600 4800 1600 ------------ I --------------- II--------------- II-------------- -II-------- -- - -- - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.05 0.06 0.26 0.22 0.60 0.60 0.01 0.23 0.04 Ov1AdjV /S: 0.04 Crit Moves- * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:25 Pace 4 -1 Back Bay Landing Existing (Year 2012) Evening Pea'.{ Hour Level Of Servi.-e Computation Report !CU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.763 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 14 3 13 114 3 453 270 1410 17 42 2263 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: 14 3 13 114 3 453 270 1410 17 42 2263 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: 14 3 13 114 3 453 270 1410 17 42 2263 53 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 14 3 13 114 3 453 270 1410 17 42 2263 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: 14 3 13 114 3 453 270 1410 17 42 2263 53 OvlAdj Vol: 183 - -- --------------- II--------------- II--------------- II---------- - -- - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.47 0.10 0.43 0.97 0.03 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 747 160 693 1559 41 1600 1600 3162 38 1600 4800 1600 ------------ I --------------- II--------------- II-------- ------- II-------- -- - - -- - I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.02 0.07 0.07 0.28 0.17 0.45 0.45 0.03 0.47 0.03 OvlAdjV /S: 0.11 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:11 Page 5 -1 Back Bay Landing Existing (Year 2012) Morning Peak -our ___________________________________ Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection U Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.625 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 1 0 0 11 0 0 1 0 1 1 0 0 0 2 1 0 ------------ I --------------- II--------------- II-- --- ---------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 28 0 29 25 1895 0 0 1206 28 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: 0 0 0 26 0 29 25 1895 0 0 1206 28 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: 0 0 0 28 0 29 25 1895 0 0 1206 28 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 28 0 29 25 1895 0 0 1206 28 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: 0 0 0 28 0 29 25 1895 0 0 1206 28 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 1.00 0.59 0.00 0.96 1.00 2.00 0.00 0.00 2.93 0.07 Final Sat.: 0 0 1600 862 0 738 1600 3200 0 0 4691 109 ------------ I --------------- II--------------- II--------------- II-- -------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.02 0.00 0.03 0.02 0.59 0.00 0.00 0.26 0.26 Crit Moves: * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:25 Page 5 -1 Back Bay Landing Existing (Year 2012) Evening Peak Hour ----------------------------------------------------------------------- - - - - -- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection 13 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.565 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- ii--------------- II---------- - - - - - I Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 1 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 0 0 3 50 0 28 68 1471 2 0 2240 36 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: 0 0 3 50 0 28 68 1471 2 0 2240 36 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: 0 0 3 50 0 28 68 1471 2 0 2240 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 3 50 0 28 68 1471 2 0 2240 36 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: 0 0 3 50 0 28 68 1471 2 0 2240 36 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 1.00 0.64 0.00 0.36 1.00 1.99 0.01 0.00 2.95 0.05 Final Sat.: 0 0 1600 1026 0 574 1600 3196 4 0 4724 76 ------------ I --------------- II--------------- II--- ------------ II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.05 0.04 0.46 0.46 0.00 0.47 0.47 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2006 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:11 Page 6 -1 Back Bay Landing Existing (Year 2012) Mornina Peak Four ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Mezhod (Base Volume Alternative) Intersection ff4 Irvine Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.516 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North, Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II------- -- ------ II---------- - - - -- I Control: Protected Protected Permitted Permitted Rights: Include 'Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ I ---- -- --------- II----------- - -- -II -------- II-- ----- --- - - - - -I Volume Module: Base Vol: 40 780 12 132 738 18 64 155 28 12 101 240 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 B3e: 40 780 12 132 738 18 64 155 28 12 101 240 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: 40 780 12 132 738 18 64 155 28 12 101 240 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 40 780 12 132 738 18 64 155 28 12 101 240 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: 40 780 12 132 738 18 64 155 28 12 101 240 ------------ --------------- II--------------- II---- --- -------- II---- -- ---- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.85 0.15 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1355 245 1600 1600 1600 ------------ I - - - -- - II--------------- II-------- ---- - - -II- -- - - - - -I Capacity Analysis Module: Vol /Sat: 0.03 0.24 0.01 0.08 0.23 0.01 0.04 0.11 0.11 0.01 0.06 0.15 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fr_ Sep 21, 2012 10:57:25 Page 6 -1 Back Bay Landing Existing (Year 2012) Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length €) Method (Base Volume Alternative) Intersection #4 Irvine Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.607 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ I --------------- II--------------- II---------- ----- II------ ---- - - - - - I Volume Module: Base Vol: 97 658 41 159 1185 69 48 109 63 30 182 234 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: 97 658 41 159 1185 69 48 109 63 30 182 234 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: 97 658 41 159 1185 69 48 109 63 30 182 234 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 97 658 41 159 1185 69 48 109 63 30 182 234 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: 97 656 41 159 1185 69 48 109 63 30 182 234 --- --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.63 0.37 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1014 586 1600 1600 1600 ------------ I --------------- II--------------- II----- --- ------- II-- --- -- --- ---- - I Capacity Analysis Module: Vol /Sat: 0.06 0.21 0.03 0.10 0.37 0.04 0.03 0.11 0.11 0.02 0.11 0.15 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sen 21, 2012 10:57:11 Page 7 -1 Back Bay Landing Existing (Year 2012) Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #5 Irvine Avenue (NS) at 17th Street /Westclif£ Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.453 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --- ------- - - I - - -- ---- II--------------- II--------------- II-- -------- - - - - -I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 274 506 37 178 438 132 230 478 180 39 389 62 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: 274 506 37 178 438 132 230 478 180 39 389 62 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: 274 506 37 178 438 132 230 478 180 39 389 62 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 274 506 37 178 438 132 230 478 180 39 389 62 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: 274 506 37 178 438 132 230 476 180 39 389 62 ------------ --------------- II--------------- II--- ------------ II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.45 0.55 1.00 1.73 0.27 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2325 875 1600 2760 440 ------------ I --------------- II--------------- II--------------- II---- ------ - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.16 0.02 0.06 0.14 0.08 0.07 0.21 0.21 0.02 0.14 0.14 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:25 Page 7 -1 Back Bay Landing Existing (Year 2012) Evenina Peat Hour ___________________________________ Level Of Service Computation Report ICU 1(Loss as Cycle Lena *_h %) Method (Base Volume Alternative) Intersection #5 Irvine Avenue (NS) at 17th Street /Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.702 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: i00 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II--------------- II--------------- I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------ --------------- II--------------- II--------------- II-------- -- - - - - - I Volume Module: Base Vol: 312 459 46 170 584 523 248 472 218 81 554 87 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: 312 459 46 170 584 523 248 472 218 81 554 87 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: 312 459 46 170 584 523 248 472 218 81 554 87 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 312 459 46 170 584 523 248 472 218 81 554 87 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: 312 459 46 170 584 523 248 472 218 81 554 87 --- ---- - - - - -I ------ II--------------- II---- ----------- II---------- - - -- - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.37 0.63 1.00 1.73 0.27 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2189 1011 1600 2766 434 ------------ I --------------- II--------------- II--------------- II---------- - -- - - I Capacity Analysis Module: Vol /Sat: 0.10 0.14 0.03 0.05 0.18 0.33 0.08 0.22 0.22 0.05 0.20 0.20 Crit Moves: * * ** * * ** * * ** * * ** +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:11 Page 8 -1 Back Bay Landing Existing (Year 2012) Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ** k** ktt#******* kk* x#******** k* k* k** tt+#*****} ktt * * # * + * *ktkt # * # * + *kk # * * * * *k * * # ** Intersection #6 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.429 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------_------ II--------------- II--------- - - - - - - I Control: Protected Permitted Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------ --------------- II--------------- II--------------- II---- ------ - - - - - I Volume Module: Base Vol: 362 411 0 0 472 111 67 0 509 0 0 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: 362 411 0 0 472 1.11. 67 0 509 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 362 411 0 0 472 111 67 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 362 411 0 0 472 111 67 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 362 411 0 0 472 111 67 0 0 0 0 0 ----- --------------- II--------------- II-- ------ --- ---- II---------- -- - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------ I --------------- II--------------- II--------------- II----- ----- - - - - - I Capacity Analysis Module: Vol /Sat: 0.11 0.13 0.00 0.00 0.30 0.07 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: *k *t + *t* * * ** ***** kk* kk* k+ k+ k**** k* k+*+***+*#****** k* k* k* t*** kkkkkkkk * * *k *k * *k * * *tkk *kt *k * *k* Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:25 Pace 8 -1 Back Bay Landing Existing (Year 2012) Evening Peak Hour ----------------------------------- Level Of Service Comnutation Retort ICU 1(LOSS as Cycle Length 3) Method (Base Volume Alternative) Intersection #6 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.440 Loss Time (sec): 0 (Y+R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- il--------------- II --------------- II---------- - - - -- I Control: Protected Permitted Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------ I --------------- II--------------- II----- ------- - - -II- - - -- - -I Volume Module: Base Vol: 550 543 0 0 369 103 121 0 503 0 0 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 Bee: 550 543 0 0 369 103 121 0 503 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 550 543 0 0 369 103 121 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 550 543 0 0 369 103 121 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 550 543 0 0 369 103 121 0 0 0 0 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------ I --------------- II------------- -- II--- ------- --- - -II -- - - - -I Capacity Analysis Module: Vol /Sat: 0.17 0.17 0.00 0.00 0.23 0.06 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:11 Page 9 -1 Back Bay Landing Existing (Year 2012) Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection V Dover Drive (NS) at 16t'r, Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.496 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A +##++#+#+#+#+++#+#+##+#+*#*+*#*########*+*+*+++++ + + + } + + + + + + + + + + * + + + + + + * + * # # # # # *# Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II --------------- II--------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------ --------------- II--------------- II------- -------- II---------- - - - - - I Volume Module: Base Vol: 87 718 43 40 907 50 29 21 209 44 10 59 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: 87 718 43 40 907 50 29 21 209 44 10 59 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: 87 718 43 40 907 50 29 21 209 44 10 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 87 718 43 40 907 50 29 21 209 44 10 59 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: 87 718 43 40 907 50 29 21 209 44 10 59 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.58 0.42 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 928 672 1600 1600 1600 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.05 0.22 0.03 0.03 0.28 0.03 0.02 0.03 0.13 0.03 0.01 0.04 Crit Moves * * ** * * ** * * ** * * ** Traf£ix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 2i, 2012 10:57:25 Page 9 -1 Back Bay Landing Existing (Year 2012) Evening Peak Hour ----------------------------------- Level Of Service Computation Report ICU !(Loss as Cycle Length �) Method (Base Volume Alternative) intersection 47 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.495 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ---- I ---------------II---------------il--------------- II ----- Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 - 1 0 1 0 1 ------------ I ---------------II---------------II--------------II-- Volume Module: Base Vol: 136 1017 45 79 816 23 34 23 153 52 14 50 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: 136 1017 45 79 816 23 34 23 153 52 14 50 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: 136 1017 45 79 816 23 34 23 153 52 14 50 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 136 1017 45 79 816 23 34 23 153 52 14 50 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: 136 1017 45 79 816 23 34 23 153 52 14 50 ------------ --------------- II------------ --- II---------- -- - - -II- - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.60 0.40 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 954 646 1600 1600 1600 1600 ------------ I--------------- 11--------------- II--------------- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.09 0.32 0.03 0.05 0.26 0.01 0.02 0.04 0.10 0.03 0.01 0.03 Crit Moves: * * ** * * ** * * ** * * ** *}****#*#*#**************#*#**}#}###*####****#*** # * # * * * * * * * * * * * * * * * * * * # } * } * # * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:11 Page 10 -1 Back Bay Landing Existing (Year 2012) Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #9 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.611 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R - - -I ------- II--------------- II--------------- II---------- - - -- - I Control: Split Phase Split Phase Protected Protected Rights: Include Include include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 --- I --------------- II--------------- II-------------- -II----- -- --- - - - - - I Volume Module: Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684 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: 24 45 42 904 44 182 144 1825 21 17 1205 684 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 45 42 904 44 162 144 1625 21 17 1205 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 904 44 182 144 1825 21 17 1205 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 24 45 42 904 44 182 144 1625 21 17 1205 0 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1600 1655 1545 4800 1600 1600 3200 4745 55 1600 4600 1600 ------------ I --------------- II---------------1 l--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.03 0.03 0.19 0.03 0.11 0.05 0.38 0.38 0.01 0.25 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:25 Page 10 -1 ___ __ ______ _ _ ____ _ __ Back Bav Landinc Existing (Year 2012) Evening Peak Hour -------- ------------ ---- ---- -- ----- Level Of Service Computation Report ICU 1(Loss as Cvcle Length %) Method (Base Volume Alternative) Intersection #8 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.671 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II----------- - - - -II -- - - - - -I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ --------------- --------------- --------------- --------------- Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2054 1170 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 32 50 840 49 136 119 1477 22 48 2054 1170 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 32 50 840 49 136 119 1477 22 48 2054 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 840 49 136 119 1477 22 48 2054 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlame: 16 32 50 840 49 136 119 1477 22 48 2054 0 ------- - - -- -I ------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 4800 1600 1600 3200 4730 70 1600 4800 1600 ------------ I --------------- II ---- ----------- II----------- - - - -II -- - - - - -I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.03 0.17 0.03 0.09 0.04 0.31 0.31 0.03 0.43 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:11 Page 11 -1 Back Bav Landing Existing (Year 2012) Mornina Peak Hour ------------- ------- --------- ------ Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Base Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.641 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II--------------- I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II--- ------------ II---------- - - - - - I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 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: 383 13 25 30 5 36 30 2421 300 37 1476 15 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: 383 13 25 30 5 36 30 2421 300 37 1476 15 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 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: 363 13 25 30 5 36 30 2421 300 37 1476 15 ------------ --------------- II--------------- II--------------- II--- ------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.73 0.09 0.18 1.00 0.12 0.68 1.00 3.00 1.00 1.00 3.96 0.04 Final Sat.: 4367 148 265 1600 195 1405 1600 4800 1600 1600 6336 64 ------------ I --------------- II --------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.02 0.03 0.03 0.02 0.50 0.19 0.02 0.23 0.23 Crit Moves * * ** * * ** * * ** * * ** *************+*********************************** * * * * * * * * * + * * * * * * * * * * * * * ** * * * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:25 Page 11 -1 -------------------------------------------------------------------------------- Back Bay Landing Existing (Year 2012) Evening Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length €) Method (Base Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.609 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- 11 --------------- I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II----- --- ------- II - - - -- I Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 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 Bee: 410 8 29 23 16 38 50 1895 473 57 2863 23 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: 410 8 29 23 16 38 50 1895 473 57 2863 23 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 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: 410 8 29 23 16 38 50 1895 473 57 2863 23 ------------ ---------------II---------------II---------------II------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.76 0.05 0.19 1.00 0.30 0.70 1.00 3.00 1.00 1.00 3.97 0.03 Final Sat.: 4403 86 311 1600 474 1126 1600 4800 1600 1600 6349 51 ------------ I --------------- II--------------- II--------------- il------- --- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.01 0.03 0.03 0.03 0.39 0.30 0.04 0.45 0.45 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:11 Page 12 -1 Back Bay Landing Existing (Year 2012) Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Lengc.h 8) Method (Base Volume Alternative) Intersection 410 Jam�ooree Road (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.596 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound west Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II--------------- I Control: Protected Protected Split Phase Split Phase Rights: Ignore Ignore Include Include Min. Greer,: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------ I - - - - - -- - II--------------- II-------------- -II---------- - - - - -I Volume Module: Base Vol: 26 1110 140 744 1604 78 299 38 58 123 8 17 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: 26 1110 140 744 1604 76 299 36 58 123 8 17 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 26 1110 0 744 1604 0 299 38 58 123 6 17 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 26 1110 0 744 1604 0 299 38 58 123 8 17 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 26 1110 0 744 1604 0 299 38 58 123 8 17 ------------ --------------- II--------------- II------------ --- II-- ------- -- - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 3200 1600 1600 3200 1600 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.23 0.00 0.23 0.33 0.00 0.09 0.02 0.04 0.04 0.01 0.01 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:25 Page 12 -1 Back Bay Landing Existing (Year 2012) Evening Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length o) Method (Base Volume Alternative) Intersection #10 Jamboree Road (NS) at San: Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.814 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ----------- - I -- -- --- II--------------- II--------------- II---------- - - - - -I Volume Module: Base Vol: 55 1289 131 514 1525 164 89 36 13 178 46 572 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: 55 1289 131 514 1525 164 89 36 13 178 46 572 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 55 1289 0 514 1525 0 89 36 13 178 46 572 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 55 1289 0 514 1525 0 89 36 13 178 46 572 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 55 1289 0 514 1525 0 89 36 13 178 46 572 ------------ ---- ----------- II----- ------ - - - -II I--------- - - - - --I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 3200 1600 1600 3200 1600 1600 ------------ I --------------- II--------------- II--------------- II---- ----- - - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.27 0.00 0.16 0.32 0.00 0.03 0.02 0.01 0.06 0.03 0.36 Crit Moves: **** **** **** **** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:12 Page 13 -1 Back Bay Landing Existing (Year 2012) Morning Peak Hour Level Of Service Computation Report_ ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #11 Jamboree Road (NS) at Santa Barbara Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.484 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 1 0 1 1 1 0 0 1 ------------ I --------------- II--------------- II------------- --II---- ------ - --- - I Volume Module: Base Vol: 10 1115 289 543 1067 29 33 5 16 39 6 99 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: 10 1115 289 543 1067 29 33 5 16 39 6 99 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: 10 1115 289 543 1067 29 33 5 16 39 6 99 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 10 1115 289 543 1067 29 33 5 16 39 6 99 POE 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: 10 1115 289 543 1067 29 33 5 16 39 6 99 ------------ --------------- II--------------- II--------------- II-- -------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 1.00 1.00 1.73 0.27 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 1600 1600 1600 2773 427 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.23 0.18 0.17 0.22 0.02 0.02 0.00 0.01 0.01 0.01 0.06 Crit Moves: **** **** **** **** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:25 Page 13 -1 Back Bay Landing Existing (Year 2012) Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length €) Method (Base Volume Alternative) Intersection 411 Jamboree Road (NS) at Santa Barbara Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.608 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------- - - - - -I ------ II--------------- II--------------- II---------- - - - -- I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 1 0 1 1 1 0 0 1 ------------ I --------------- --------------- --------------- --------------- Volume Module: Base Vol: 17 1176 128 157 1297 74 45 17 16 243 5 458 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: 17 1176 128 157 1297 74 45 17 16 243 5 458 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: 17 1176 128 157 1297 74 45 17 16 243 5 458 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 17 1176 128 157 1297 74 45 17 16 243 5 458 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: 17 1176 128 157 1297 74 45 17 16 243 5 458 ------------ I--------------- II-------------- -II - -- II-- -------- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 1.00 1.00 1.96 0.04 1.00 Final Sat.: 1600 4800 1600 3200 4600 1600 1600 1600 1600 3135 65 1600 ----- I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.25 0.08 0.05 0.27 0.05 0.03 0.01 0.01 0.08 0.08 0.29 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:12 Page 14 -1 Back Bay Larding Existing (Year 2012) Morning Peak Hour ---------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length €) Method (Base Volume Alternative) Intersection #12 Jamboree Road (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /cap.(X): 0.562 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ 1--------------- II--------------- II------------ --- II---------- - - - - -I Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------ I--------------- II--------------- II--- ----------- -II - -- - - - -I Volume Module: Base Vol: 17 340 68 192 291 594 788 1557 19 76 921 102 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: 17 340 88 192 291 594 788 1557 19 76 921 102 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 17 340 88 192 291 0 788 1557 19 76 921 102 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 17 340 88 192 291 0 788 1557 19 76 921 102 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 17 340 88 192 291 0 788 1557 19 76 921 102 ------------ 1 --------------- II--------------- II ---------------- II---- ------ - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.59 0.41 1.00 2.00 1.00 3.00 3.95 0.05 2.00 4.00 1.00 Final Sat.: 1600 2542 658 1600 3200 1600 4800 6323 77 3200 6400 1600 ------------ I --------------- II--------------- II----- ---------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.13 0.13 0.12 0.09 0.00 0.16 0.25 0.25 0.02 0.14 0.06 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sao 21, 2012 10:57:25 Page 14 -1 Back Bay Landing Existing (Year 2012) Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection 412 Jamboree Road (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.648 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II --------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------ I --------------- II--------------- II--------------- II---------- -- - - - I Volume Module: Base Vol: 41 290 79 179 417 856 723 1589 60 132 1729 205 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: 41 290 79 179 417 856 723 1589 60 132 1729 205 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 41 290 79 179 417 0 723 1589 60 132 1729 205 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 41 290 79 179 417 0 723 1589 60 132 1729 205 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 41 290 79 179 417 0 723 1589 60 132 1729 205 ------------ I --------------- II--------------- II----- ---------- II- ------- -- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.57 0.43 1.00 2.00 1.00 3.00 3.85 0.15 2.00 4.00 1.00 Final Sat.: 1600 2515 685 1600 3200 1600 4800 6167 233 3200 6400 1600 ------------ I --------------- II--------------- II--------------- ll------- --- - - -- - I Capacity Analysis Module: Vol /Sat: 0.03 0.12 0.12 0.11 0.13 0.00 0.15 0.26 0.26 0.04 0.27 0.13 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:12 Page 15 -1 Back Bay Landing Existing (Year 2012) Morning Peak Four Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Base Volume Alternative) Intersection #13 Santa Cruz Drive (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.309 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 0 1 0 1 0 1 1 0 1 0 2 1 0 1 0 2 1 0 ------------ I --------------- II----------- - - - -II ---- II---------- - - - - -I Volume Module: Base Vol: 48 4 13 10 7 64 49 512 292 115 265 7 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: 48 4 13 10 7 64 49 512 292 115 265 7 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: 48 4 13 10 7 64 49 512 292 115 265 7 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 48 4 13 10 7 64 49 512 292 115 265 7 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: 48 4 13 10 7 64 49 512 292 115 265 7 ----- I --------------- II--------------- II-- -- ---- ------- II--------- -- --- - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 0.24 0.76 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.92 0.08 Final Sat.: 3200 376 1224 1600 1600 1600 1600 3200 1600 1600 4676 124 ------------ I --------------- II--------------- II------------ --- II-- ------ --- -- - - I Capacity Analysis Module: Vol /Sat: 0.02 0.01 0.01 0.01 0.00 0.04 0.03 0.16 0.18 0.07 0.06 0.06 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 1:0:57:25 Page 15 -1 Back Bay Landing Existing (`_'ear 2012) Evening Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #13 Santa Cruz Drive (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.340 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------- - - -I -- ----- II--------------- II__------------- 11---------- - - - - -I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 0 1 0 1 0 1 1 0 1 0 2 1 0 1 0 2 1 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 506 14 135 9 5 24 72 486 178 45 444 20 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: 506 14 135 9 5 24 72 486 178 45 444 20 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: 506 14 135 9 5 24 72 486 178 45 444 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 506 14 135 9 5 24 72 486 178 45 444 20 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: 506 14 135 9 5 24 72 486 178 45 444 20 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 0.09 0.91 1.00 1.00 1.00 1.00 2.20 0.80 1.00 2.67 0.13 Final Sat.: 3200 150 1450 1600 1600 1600 1600 3513 1287 1600 4593 207 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.16 0.09 0.09 0.01 0.00 0.02 0.05 0.14 0.14 0.03 0.10 0.10 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:12 Page 16 -1 Back Bay Landing Existing (Year 2012) Morning Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Base Volurne Alternative) Intersection 414 Santa Rosa Drive (NS) at San Joaquin Hills Road (Ew) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.330 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound west Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- --------------- 11 --------------- --------------- Control: Protected Protected Protected Protected Rights: Ovl Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 1 0 2 0 2 1 0 ------------ I --------------- II--------------- II--------------- II---------- -- - - - I Volume Module: Base Vol: 32 16 75 81 12 39 27 265 207 447 457 101 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: 32 16 75 81 12 39 27 265 207 447 457 101 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: 32 16 75 81 12 39 27 265 207 447 457 101 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 32 16 75 81 12 39 27 265 207 447 457 101 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: 32 16 75 81 12 39 27 265 207 447 457 101 OvlAdjVOl: 0 - - -- --------------- II--------------- fl--------------- II--------- - - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 2.00 2.46 0.54 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 3200 3931 869 ------------ I --------------- II--------------- II--- -- --- ------- II---------- -- - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.01 0.05 0.05 0.01 0.02 0.02 0.08 0.13 0.14 0.12 0.12 0v1AdjV /S: 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Seo 21, 2012 10:57:26 Page 16 -1 Back Bay Landing Existing (Year 2012) Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Base Volume Alternative) Intersection ##14 Santa Rosa Drive (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.465 Loss Time (sec): 0 (Y+R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Ov1 Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 1 0 2 0 2 1 0 ------------ I --------------- II--------------- II--------- ------ II---------- -- - - - I Volume Module: Base Vol: 221 25 443 73 11 59 67 550 133 374 280 79 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: 221 25 443 73 11 59 67 550 133 374 280 79 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: 221 25 443 73 11 59 67 550 133 374 280 79 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 221 25 443 73 11 59 67 550 133 374 280 79 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: 221 25 443 73 11 59 67 550 133 374 280 79 Ov1Adj Vol: 256 ----------- -I - - -- ---- II--------------- II--------------- II---------- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.42 0.58 2.00 2.34 0.66 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3865 935 3200 3744 1056 ------------ I --------------- II--------------- II--------------- II----- ----- - - - - - I Capacity Analysis Module: Vol /Sat: 0.14 0.02 0.28 0.05 0.01 0.04 0.04 0.14 0.14 0.12 0.07 0.07 Ov1Adj V /S: 0.16 Crit Moves: * * ** * * ** * * ** * * +* Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:12 Page 17 -1 Back Bay Landing Existing (Year 2012) Morn_ng Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length 3) Method (Base Volume Alternative) Intersection fly Newport Center Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.364 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ---------_-- I --------------- II--------------_ II--------------- II---------- - - - - - I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------ I --------------- II--------------- II-- ------------- II----- ----- - - - - - I Volume Module: Base Vol: 0 0 0 19 0 69 315 1718 0 0 1051 170 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: 0 0 0 19 0 69 315 1718 0 0 1051 170 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 19 0 0 315 1718 0 0 1051 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 19 0 0 315 1718 0 0 1051 0 POE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 19 0 0 315 1718 0 0 1051 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------ I --------------- II-------- --- ---- II --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.01 0.00 0.00 0.10 0.36 0.00 0.00 0.22 0.00 Crit Moves: * * ** * * ** Traffix 7.9.0215 (c) 2003 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:26 Page 17 -1 Back Bay Landing Existing (Year 2012) Evening Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 3) Method (Base Volume Alternative) Intersection #15 Newport Center Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.444 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II----------_---- II--------------- II---------- - - - - - I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------ I --------------- II--------------- II----- ---------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 164 0 635 314 1268 0 0 1416 128 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: 0 0 0 164 0 635 314 1268 0 0 1416 128 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 164 0 0 314 1268 0 0 1416 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 164 0 0 314 1268 0 0 1416 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 164 0 0 314 1268 0 0 1416 0 ------------ --------------- II--------------- II-------- ------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------ I --------------- II--------------- II------------ --- II-- -------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.05 0.00 0.00 0.10 0.26 0.00 0.00 0.30 0.00 Crit Moves: * * ** * * ** * * ** Traf£ix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:12 Paoe 18 -1 Back Bay Landina Exist_ina (Year 2012) Morn_ng Peak Hour Level Of Service Comnutation Report ICU 1(Los3 as Cycle Length %) Method (Base Volume Alternative) Intersection #16 Avocado Avenue (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.444 Loss Time (sec): 0 (Y+F =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II-------------- -II----------- - - - -II - - - - - -I Control: Split Phase Split Phase Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 1 0 0 1 1 0 3 0 1 1 0 3 0 1 ------------ I--------------- II--------------- II----------- - - - -II -- - - - - -I Volume Module: Base Vol: 98 128 135 57 69 50 140 1071 49 93 1101 165 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: 98 128 135 57 69 50 140 1071 49 93 1101 165 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PY.F Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 98 128 135 57 69 0 140 1071 49 93 1101 165 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 98 128 135 57 69 0 140 1071 49 93 1101 165 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 98 128 135 57 69 0 140 1071 49 93 1101 165 ------------ I --------------- II--------------- II---- ----------- II--- ------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 4800 1600 1600 4800 1600 ------------ I --------------- II --------------- il----------- - - - -II --- - - - - -I Capacity Analysis Module: Vol /Sat: 0.06 0.08 0.08 0.04 0.04 0.00 0.09 0.22 0.03 0.06 0.23 0.10 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri See 21, 2012 10:57:26 Pace 18 -1 Back Bay Landing Existing (Year 2012) Evening Peak Hour ----------------------------------- Level Of Service Comoutarion Report ICU 1(Loss as Cycle Length 4) Method (Base Vol'-me Alternative) Intersection #16 Avocado Avenue (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.495 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II --------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 1 0 0 1 1 0 3 0 1 1 0 3 0 1 ------------ --------------- II--------------- II--------------- II--------- -- - - - - I Volume Module: Base Vol: 112 73 110 253 109 139 89 1199 71 100 1055 104 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: 112 73 110 253 109 139 89 1199 71 100 1055 104 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 112 73 110 253 109 0 89 1199 71 100 1055 104 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 112 73 110 253 109 0 89 1199 71 100 1055 104 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Finalvolume: 112 73 110 253 109 0 89 1199 71 100 1055 104 ------------ I --------------- II--------------- II----- ---------- II---------- - -- - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.40 0.60 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 2236 964 1600 1600 4800 1600 1600 4800 1600 ------------ I --------------- II--------------- II-------------- -II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.07 0.05 0.07 0.11 0.11 0.00 0.06 0.25 0.04 0.06 0.22 0.07 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:12 Page 19 -1 Back Bay Larding Existing (Year 2012) Morning Peak Hour Level Of Service Computation. Report ICU 1(Loss as Cycle Length 3) Method (Base Volume Alternative) Intersection 417 MacArthur Boulevard (NS) at San Joaquin. Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.631 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --_--------- I--------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 2 1 0 1 0 2 0 1 ---- --- - - - --I ------ II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 121 1226 22 792 1718 851 76 347 46 51 360 651 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: 121 1226 22 792 1718 851 76 347 46 51 360 651 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 121 1226 22 792 1718 0 76 347 46 51 360 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 121 1226 22 792 1718 0 76 347 46 51 360 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 121 1226 22 792 1718 0 76 347 46 51 360 0 ------------ --------------- II--------------- II--------------- II-- -------- - - - - - i Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 2.65 0.35 1.00 2.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 4238 562 1600 3200 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.04 0.26 0.01 0.25 0.36 0.00 0.02 0.08 0.08 0.03 0.11 0.00 Crit Moves' # # ++ + + ++ + + ++ # + ++ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:26 Page 19 -1 Back Bay Landing Existing (Year 2012) Evening Peak Hour ----------------------------------- Level Of Service Comtutarion Retort ICU 1(LOSS as Cycle Length %) Method (Base Volume Aiternative) Intersection #17 MacArthur Boulevard (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.724 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II ---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 2 1 0 1 0 2 0 1 ------------ --------------- II--------------- II------ --------- II ---------- - - - - - I Volume Module: Base Vol: 35 1391 13 666 1547 366 647 313 117 31 292 399 Growth Ad5: 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 1391 13 666 1547 366 647 313 117 31 292 399 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 35 1391 13 666 1547 0 647 313 117 31 292 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 35 1391 13 666 1547 0 647 313 117 31 292 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 35 1391 13 666 1547 0 647 313 117 31 292 0 ------------ I--------------- II--------------- II------ ------- -- II---------- - - -- - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 2.18 0.82 1.00 2.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 3494 1306 1600 3200 1600 ------------ I --------------- II--------------- II--- ------- -- --- II ---- -- ---- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.29 0.01 0.21 0.32 0.00 0.13 0.09 0.09 0.02 0.09 0.00 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:12 Page 20 -1 Back Bay Landing Existing (Year 2012) Morning Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Base Volume Alternative) Intersection #18 MacArthur Boulevard (NS) at San Miguel Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.520 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II-- ------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include 0V1 Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 1 1 0 2 0 1 1 0 ------------ I --------------- II----- --- --- -- - -II - -II---------- - - -- -I Volume Module: Base Vol: 123 1123 147 3 809 637 192 79 38 190 261 6 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: 123 1123 147 3 809 637 192 79 38 190 261 6 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 PEE 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: 123 1123 147 3 809 637 192 79 38 190 261 6 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 123 1123 147 3 809 637 192 79 38 190 261 6 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: 123 1123 147 3 809 637 192 79 38 190 261 6 OvlAdjVOl: 573 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 1.35 0.65 2.00 1.96 0.04 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 2161 1039 3200 3128 72 --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.04 0.23 0.09 0.00 0.17 0.40 0.04 0.04 0.04 0.06 0.08 0.08 Ov1Adj V /S: 0.36 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:57:26 Page 20 -1 Back Bay Landing Existing (Year 2012) Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length 8) Method (Base Volume Alternative) Intersection #18 MacArthur Boulevard (NS) at San Miguel Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.472 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------- - - -I -- ------ il--------------- II--------------- II-- --- ---- - - - - - -I Control: Protected Protected Split Phase Split Phase Rights: Include Ov1 Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 1 1 0 2 0 1 1 0 ------------ - - - - -- -- II--------------- II--------------- II---------- - - - - -I Volume Module: Base Vol: 91 771 212 11 1107 451 668 331 126 225 173 35 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: 91 771 212 11 1107 451 668 331 126 225 173 35 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: 91 771 212 11 1107 451 666 331 126 225 173 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 91 771 212 11 1107 451 668 331 126 225 173 35 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: 91 771 212 11 1107 451 668 331 126 225 173 35 Ov1AdjVO1: 222 ----------- -I - - -- ---- II--------------- II--------------- II---------- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 1.45 0.55 2.00 1.66 0.34 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 2318 882 3200 2662 538 ------------ I -- - - - - -- --------------- II--------------- II---------- - - - -- I Capacity Analysis Module: Vol /Sat: 0.03 0.16 0.13 0.00 0.23 0.28 0.14 0.14 0.14 0.07 0.07 0.06 Ov1AdjV /S: 0.14 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 15:01:53 Page 21 -1 Back Bay Landing Existing (Year 2012) Morning Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) }#***}#}#*#** k** k*#*t k** k*** k# kt# t####}#} t} t# t}# tt } # } # * # *} # # *k # # *k *k # * # * * * * # * # ** Intersection #19 MacArthur Boulevard (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.666 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II_______________ II-_- __- __-- _____II---------- - - - --I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ---------- - -I - - -- --------------- II----------- - - - -II Volume Module: Base Vol: 0 0 0 793 0 247 575 1000 0 0 1144 862 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: 0 0 0 793 0 247 575 1000 0 0 1144 862 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 793 0 0 575 1000 0 0 1144 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 793 0 0 575 1000 0 0 1144 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 0 0 0 793 0 0 575 1000 0 0 1144 0 ----- ---- - - -I -- ----- il--------------- II--------- ------ II----- -- --- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------ I --------------- II--------------- II-------- -- ----- II---------- - -- - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.25 0.00 0.00 0.18 0.21 0.00 0.00 0.24 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 15:02:30 Page 21 -1 Back Bay Landing Existing (Year 2012) Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Base Volume Alternative) Intersection #19 MacArthur Boulevard (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.636 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 981 0 323 298 1277 0 0 1136 789 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: 0 0 0 981 0 323 298 1277 0 0 1136 789 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 981 0 0 298 1277 0 0 1136 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 981 0 0 298 1277 0 0 1136 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 0 0 0 981 0 0 298 1277 0 0 1136 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------ I --------------- II--------------- II-------- -- ----- II ---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.31 0.00 0.00 0.09 0.27 0.00 0.00 0.24 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Existing (Year 2012) + project Default Scenario Thu Feb 7, 2013 16:58:48 - Page 4 -1 Back Bay Landing Existing (Year 2012) + Project Morning Peak Hour ------------------------------------------------------------------------------ Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection #1 Newport Boulevard (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.846 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R -_---------- I--------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Ignore Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 419 0 315 0 2069 174 0 874 348 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: 0 0 0 419 0 315 0 2069 174 0 874 348 Added Vol: 0 0 0 7 0 0 0 7 0 0 6 4 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 0 0 0 426 0 315 0 2076 174 0 880 352 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 426 0 315 0 2076 0 0 880 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 426 0 315 0 2076 0 0 880 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 426 0 315 0 2076 0 0 880 0 ------------ --------------- II--------------- ii--------- ------ II--- ------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 0 3200 1600 0 4800 1600 ------------ I --------------- II--------------- II-------- ------- II----- ---- -- - - -- I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.13 0.00 0.20 0.00 0.65 0.00 0.00 0.18 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:46:28 Page 4 -1 -------------------------------------------------------------------------------- Back Bay Landing Existing (Year 2012) + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection 41 Newport Boulevard (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.723 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Ignore Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------------ I --------------- II--------------- II-------------- -II-------- -- -- - - - I Volume Module: Base Vol: 0 0 0 595 0 459 0 1387 148 0 1763 515 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: 0 0 0 595 0 459 0 1387 148 0 1763 515 Added Vol: 0 0 0 9 0 0 0 8 0 0 10 9 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 604 0 459 0 1395 148 0 1773 524 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 -0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 604 0 459 0 1395 0 0 1773 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 604 0 459 0 1395 0 0 1773 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 604 0 459 0 1395 0 0 1773 0 ------------ I --------------- II--------------- II------ --------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 0 3200 1600 0 4800 1600 ------------ I--------------- 11--------------- II--------- ------ 11---- ------ - - - - -I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.19 0.00 0.29 0.00 0.44 0.00 0.00 0.37 0.00 Crit Moves: * * ** * * *# * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:58:48 Page 5 -1 Back Bay Landing Existing (Year 2012) + Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #2 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.667 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R - L - T - R -----_------ I--------------- II --------------- II--------------- il ---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ --------------- II--------------- II------------ --- II---------- - - - - - I Volume Module: Base Vol: 3 3 1 86 3 412 349 1900 12 8 1095 64 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: 3 3 1 86 3 412 349 1900 12 8 1095 64 Added Vol: 0 0 0 0 0 0 0 21 0 0 16 0 PasserByVO1: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 3 3 1 86 3 412 349 1921 12 8 1111 64 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: 3 3 1 86 3 412 349 1921 12 8 1111 64 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 3 3 1 86 3 412 349 1921 12 8 1111 64 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: 3 3 1 86 3 412 349 1921 12 8 1111 64 OvlAdjvol: 63 - -- --------------- II--------------- II----- ---------- II------- --- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.43 0.43 0.14 0.97 0.03 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 686 686 229 1546 54 1600 1600 3180 20 1600 4800 1600 ------------ I --------------- II--------------- II--------------- II- -------- - - - - -- I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.05 0.06 0.26 0.22 0.60 0.60 0.01 0.23 0.04 OvlAdjV /S: 0.04 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:46:28 Page 5 -1 Back Bay Landing Existing (Year 2012) + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ###********#*#*+##+********+*+*+***********+*#** t * * * + * * * * * * * * * * * * * * * * * + * * * * * * * ** Intersection #2 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.769 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0. 0 0 0 0 0 Lanes: 0 0 11 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 --------------------------- II--------------- II------------- --11--- -- ----- - - - - -I Volume Module: Base Vol: 14 3 13 114 3 453 270 1410 17 42 2263 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: 14 3 13 114 3 453 270 1410 17 42 2263 53 Added Vol: 0 0 0 0 0 0 0 24 0 0 28 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 14 3 13 114 3 453 270 1434 17 42 2291 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: 14 3 13 114 3 453 270 1434 17 42 2291 53 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 14 3 13 114 3 453 270 1434 17 42 2291 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: 14 3 13 114 3 453 270 1434 17 42 2291 53 OvlAdjvol: 183 ------------ --------------- II--------------- II----- -- ------- -II- ------ --- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.47 0.10 0.43 0.97 0.03 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 747 160 693 1559 41 1600 1600 3163 37 1600 4800 1600 ------------ I --------------- II--------------- II---- ----------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.02 0.07 0.07 0.28 0.17 0.45 0.45 0.03 0.48 0.03 Ov1AdjV /S: 0.11 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2006 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:58:48 Page 6 -1 Back Bay Landing Existing (Year 2012) + Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.631 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- ------ --------------- II---------- - - - - -I Control: - Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 1 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ I --------------- II--------------- II--------- ---- - -II -- - - - - - -I Volume Module: Base Vol: 0 0 0 28 0 24 25 1895 0 0 1206 28 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: 0 0 0 28 0 24 25 1895 0 0 1206 28 Added Vol: 0 0 0 0 0 0 0 21 0 0 16 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 28 0 24 25 1916 0 0 1222 28 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: 0 0 0 28 0 24 25.1916 0 0 1222 28 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 26 0 24 25 1916 0 0 1222 28 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: 0 0 0 28 0 24 25 1916 0 0 1222 28 ------------ --------------- I--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 1.00 0.54 0.00 0.46 1.00 2.00 0.00 0.00 2.93 0.07 Final Sat.: 0 0 1600 662 0 738 1600 3200 0 0 4692 108 -------- - - - - I - ----- II--------------- II--------------- II------ ---- - - - - -I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.02 0.00 0.03 0.02 0.60 0.00 0.00 0.26 0.26 Crit Moves: # * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:46:28 Page 6 -1 Back Bay Landing Existing (Year 2012) + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.571 Loss Time (sec): 0 (Y+R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II --------------- II--------------- II--------- - - - - - - I Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 1 0 0 11 0 0 1 0 1 1 0 0 0 2 1 0 ------------ - - - - -- - II--------------- II--- ------------ II---------- - - - - -I Volume Module: Base Vol: 0 0 3 50 0 28 68 1471 2 0 2240 36 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: 0 0 3 50 0 28 68 1471 2 0 2240 36 Added Vol: 0 0 0 0 0 0 0 24 0 0 28 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 3 50 0 28 68 1495 2 0 2268 36 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: 0 0 3 50 0 28 68 1495 2 0 2268 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 3 50 0 28 68 1495 2 0 2268 36 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: 0 0 3 50 0 28 68 1495 2 0 2268 36 ------------ --------------- II--------------- II-------- ------ -II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 1.00 0.64 0.00 0.36 1.00 1.99 0.01 0.00 2.95 0.05 Final Sat.: 0 0 1600 1026 0 574 1600 3196 4 0 4725 75 ------------ I --------------- II--------------- II-- ------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.05 0.04 0.47 0.47 0.00 0.48 0.48 Crit Moves: * * ** * * ** + * ++ * # +# Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:58:48 Page 7 -1 Back Bay Landing Existing (Year 2012) + Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length `i) Method (Future Volume Alternative) Intersection #4 Irvine Avenue (NS) at 19th Street /Dover Drive (EW) ************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Cycle (sec): 100 Critical Vol. /Cap.(X): 0.520 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A **********#***#***#******#*#********************* * * * * * * * * * * * # * * * * * * * * # * * * # * # * # ** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Rights: Include Min. Green: 0 0 0 Lanes: 1 0 2 0 1 ------------I--------------- Volume Module: Base Vol: 40 780 12 Growth Adj: 1.00 1.00 1.00 Initial Bse: 40 780 12 Added Vol: 0 2 0 PasserByVol: 0 0 0 Initial Fut: 40 782 12 User Adj: 1.00 1.00 1.00 PEE Adj: 1.00 1.00 1.00 PHF Volume: 40 782 12 Reduct Vol: 0 0 0 Reduced Vol: 40 782 12 PCE Adj: 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 FinalVolume: 40 782 12 ------------I--------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 Adjustment: 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 ------------I--------------- Capacity Analysis Module: Vol /Sat: 0.03 0.24 0.01 Crit Moves: * * ** * * * * # * * * * * * * * * * # * * * * * * # * # * ** Protected Include 0 0 0 1 0 2 0 1 --------------- 132 738 18 1.00 1.00 1.00 132 738 18 3 3 0 0 0 0 135 741 18 1.00 1.00 1.00 1.00 1.00 1.00 135 741 18 0 0 0 135 741 18 1.00 1.00 1.00 1.00 1.00 1.00 135 741 18 11------------- -- 1600 1600 1600 1.00 1.00 1.00 1.00 2.00 1.00 1600 3200 1600 --------------- 0.08 0.23 0.01 * * ** Permitted Include 0 0 0 1 0 0 1 0 ------- -- - - - - -- 64 155 28 1.00 1.00 1.00 64 155 28 0 0 0 0 0 0 64 155 28 1.00 1.00 1.00 1.00 1.00 1.00 64 155 28 0 0 0 64 155 28 1.00 1.00 1.00 1.00 1.00 1.00 64 155 28 --------------- 1600 1600 1600 1.00 1.00 1.00 1.00 0.85 0.15 1600 1355 245 --------------- 0.04 0.11 0.11 * * ** Permitted Include 0 0 0 1 0 1 0 1 I---------- - - - - -I 12 101 240 1.00 1.00 1.00 12 101 240 0 0 2 0 0 0 12 101 242 1.00 1.00 1.00 1.00 1.00 1.00 12 101 242 0 0 0 12 101 242 1.00 1.00 1.00 1.00 1.00 1.00 12 101 242 II---------- - - - - -I 1600 1600 1600 1.00 1.00 1.00 1.00 1.00 1.00 1600 1600 1600 II---------- - - - - -I 0.01 0.06 0.15 * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:46:28 Page 7 -1 Back Bay Landing Existing (Year 2012) + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection 44 Irvine Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.611 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L- T - R L- T- R L- T - R L- T - R ------------ --------------- II--------------- II ------ --- ------ II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 97 658 41 159 1185 69 48 109 63 30 182 234 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: 97 658 41 159 1185 69 48 109 63 30 182 234 Added Vol: 0 4 0 3 3 0 0 0 0 0 0 4 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 97 662 41 162 1188 69 48 109 63 30 182 238 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 PH? 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: 97 662 41 162 1188 69 48 109 63 30 182 238 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 97 662 41 162 1188 69 48 109 63 30 182 238 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: 97 662 41 162 1188 69 48 109 63 30 182 238 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.63 0.37 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1014 586 1600 1600 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.21 0.03 0.10 0.37 0.04 0.03 0.11 0.11 0.02 0.11 0.15 Crit Moves: * * ** * # *+ + + ++ # + ++ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16 :58:48 Page 8 -1 Back Bay Landing Existing (Year 2012) + Project Morning Peak Hour ---------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ########***************************************** * * * * * * * * * * * * * * * # # * # # * # # # # # # # # #* Intersection #5 Irvine Avenue (NS) at 17th Street /Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.455 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A #########*#**#****#***********************#*****# * * * * * * * * * * * * * * * # # # # # # # # # # # # # # #* Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R' ------------ I --------------- II --------------- II --------------- II--------------- I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------ I--------------- 11--------------- 11--------------- II---------- - - - - -I Volume Module: Base Vol: 274 506 37 178 438 132 230 478 180 39 389 62 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: 274 506 37 178 436 132 230 478 180 39 389 62 Added Vol: 0 0 0 3 0 0 0 7 0 0 5 2 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 274 506 37 181 438 132 230 485 180 39 394 64 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: 274 506 37 181 438 132 230 485 180 39 394 64 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 274 506 37 181 438 132 230 485 180 39 394 64 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: 274 506 37 181 438 132 230 485 180 39 394 64 ------- - - - - -I --- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.46 0.54 1.00 1.72 0.28 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2334 866 1600 2753 447 ------------ I --------------- II--------------- II--------------- II--- ------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.16 0.02 0.06 0.14 0.08 0.07 0.21 0.21 0.02 0.14 0.14 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:46:28 Page 8 -1 Back Bay Landing Existing (Year 2012) + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length £) Method (Future Volume Alternative) Intersection #5 Irvine Avenue (NS) at 17th Street /Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.706 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------ I --------------- II--------------- II--------------- II - - -- -I Volume Module: Base Vol: 312 459 46 170 584 523 248 472 218 81 554 87 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: 312 459 46 170 584 523 248 472 218 81 554 87 Added Vol: 0 0 0 3 0 0 0 7 0 0 9 4 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 312 459 46 173 584 523 248 479 218 81 563 91 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: 312 459 46 173 584 523 248 479 218 81 563 91 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 312 459 46 173 584 523 248 479 218 81 563 91 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: 312 459 46 173 584 523 248 479 218 81 563 91 ------------ --------------- --------------- - --- II---------- - - - - - Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.37 0.63 1.00 1.72 0.28 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2199 1001 1600 2755 445 ------------ I --------------- II--------------- II--- ------------ II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.10 0.14 0.03 0.05 0.18 0.33 0.08 0.22 0.22 0.05 0.20 0.20 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2006 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:58:48 Page 9 -1 Back Bay Landing Existing (Year 2012) + Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #6 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.435 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A **###*+*}#++***+*##*+++#+*##**++*+*++}**+*+**+++* + #+ # + + * *+++ * *++ * ** *} # * * *} * ** *#+ Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Permitted Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------ I --------------- II--------------- II------ --------- II---- ------ - - - - - I Volume Module: Base Vol: 362 411 0 0 472 111 67 0 509 0 0 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: 362 411 0 0 472 111 67 0 509 0 0 0 Added Vol: 6 4 0 0 7 0 0 0 11 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 368 415 0 0 479 111 67 0 520 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 368 415 0 0 479 111 67 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 368 415 0 0 479 111 67 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 368 415 0 0 479 111 67 0 0 0 0 0 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------ I --------------- II--------------- II------ ---- ---- -II-- ------ -- - --- - I Capacity Analysis Module: Vol /Sat: 0.12 0.13 0.00 0.00 0.30 0.07 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:46:26 Page 9 -1 Back Bay Landing Existing (Year 2012) + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection ff6 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.449 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound Sout:n Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II --------------- II ---------- - - - - - I Control: Protected Permitted Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ----------- - I --------------- II - - -- - II--------------- II- ----- ---- - - - - -I Volume Module: Base Vol: 550 543 0 0 369 103 121 0 503 0 0 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: 550 543 0 0 369 103 121 0 503 0 0 0 Added Vol: 13 9 0 0 7 0 0 0 11 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 563 552 0 0 376 103 121 0 514 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 563 552 0 0 376 103 121 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 563 552 0 0 376 103 121 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 563 552 0 0 376 103 121 0 0 0 0 0 ------------ I - - - - - -- --------------- II--------------- II----- ----- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------ I --------------- 11 --------------- --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.18 0.17 0.00 0.00 0.24 0.06 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: * + #+ + # ++ + + #+ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:58:48 Page 10 -1 -------- ------ -------------------- ------- ------------ ------ ------ -- ---- ---- Back Bay Landing Existing (Year 2012) + Project Morning Peak Hour ____ _______ ________ ___ ________ __ ____ Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.504 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound - South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II--------------- II--------------- I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 87 718 43 40 907 50 29 21 209 44 10 59 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: 87 718 43 40 907 50 29 21 209 44 10 59 Added Vol: 2 10 0 0 17 0 0 0 3 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 89 728 43 40 924 50 29 21 212 44 10 59 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: 89 728 43 40 924 50 29 21 212 44 10 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 89 728 43 40 924 50 29 21 212 44 10 59 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: 89 728 43 40 924 50 29 21 212 44 10 59 ------------ I--------------- II--------------- II--------------- II-------- -- - - - - -1 Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.58 0.42 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 926 672 1600 1600 1600 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: .0.06 0.23 0.03 0.03 0.29 0.03 0.02 0.03 0.13 0.03 0.01 0.04 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:46:28 Page 10 -1 Back Bay Landing Existing (Year 2012) + Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length €) Method (Future Volume Alternative) Intersection #7 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.504 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- II--------------- II--------------- II---------- - - - - -1 Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------ --------------- II--------------- II--------------- II-------- -- - - - - - I Volume Module: Base Vol: 136 1017 45 79 816 23 34 23 153 52 14 50 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: 136 1017 45 79 816 23 34 23 153 52 14 50 Added Vol: 4 22 0 0 17 0 0 0 3 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 140 1039 45 79 833 23 34 23 156 52 14 50 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: 140 1039 45 79 833 23 34 23 156 52 14 50 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 140 1039 45 79 833 23 34 23 156 52 14 50 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: 140 1039 45 79 833 23 34 23 156 52 14 50 ------------ ---------------II---------------II---------------II--- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.60 0.40 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 954 646 1600 1600 1600 1600 ------------ I --------------- II--------------- II--------------- II ---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.32 0.03 0.05 0.26 0.01 0.02 0.04 0.10 0.03 0.01 0.03 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:58:48 Page 11 -1 Back Bay Landing Existing (Year 2012) + Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #8 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.620 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ I --------------- II --------------- II - - - -- ---------- -- - - -I Volume Module: Base Vol: 24 45 42 904 44 182 144 1625 21 17 1205 684 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: 24 45 42 904 44 182 144 1825 21 17 1205 684 Added Vol: 0 0 0 24 0 0 0 21 0 0 16 14 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 24 45 42 928 44 182 144 1846 21 17 1221 698 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 45 42 928 44 182 144 1846 21 17 1221 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 928 44 182 144 1846 21 17 1221 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 24 45 42 928 44 182 144 1846 21 17 1221 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1600 1655 1545 4800 1600 1600 3200 4746 54 1600 4800 1600 ------------ I --------------- II------- - - - --- - II--------------- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.02 0.03 0.03 0.19 0.03 0.11 0.05 0.39 0.39 0.01 0.25 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:46:28 Page 11 -1 Back Bay Landing Existing (Year 2012) + Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #8 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.682 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --_--------- I --------------- II--------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: - 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ I --------------- II------- -------- II------------ - - -II- - - - - - -I Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2054 1170 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 32 50 840 49 136 119 1477 22 48 2054 1170 Added Vol: 0 0 0 24 0 0 0 24 0 0 28 31 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 16 32 50 864 49 136 119 1501 22 48 2082 1201 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 32 50 864 49 136 119 1501 22 48 2082 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 864 49 136 119 1501 22 48 2082 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 32 50 864 49 136 119 1501 22 48 2082 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 4800 1600 1600 3200 4731 69 1600 4800 1600 ------------ I--------------- II--------------- II-- ----------- ` -11 - -- --I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.03 0.18 0.03 0.09 0.04 0.32 0.32 0.03 0.43 0.00 Crit Moves: * * ** * * ** + + *+ * * +* Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:58:48 Page 12 -1 Back Bay Landing Existing (Year 2012) + Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 6) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.663 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 -- ------ - - - -I- ----- II--------------- II---- ----------- II---------- - - - - -I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 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: 383 13 25 30 5 36 30 2421 300 37 1476 15 Added Vol: 0 7 0 22 4 29 46 0 0 0 0 19 PasserByvol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 383 20 25 52 9 65 76 2421 300 37 1476 34 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: 383 20 25 52 9 65 76 2421 300 37 1476 34 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 383 20 25 52 9 65 76 2421 300 37 1476 34 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: 383 20 25 52 9 65 76 2421 300 37 1476 34 - - - I - -- ----------- II--------------- II------ --------- II------ ---- - - -- -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.68 0.14 0.18 1.00 0.12 0.88 1.00 3.00 1.00 1.00 3.91 0.09 Final Sat.: 4295 224 280 1600 195 1405 1600 4800 1600 1600 6256 144 ------------ I --------------- II--------------- II--------------- II ---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.03 0.05 0.05 0.05 0.50 0.19 0.02 0.24 0.24 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:46:28 Page 12 -1 Back Bay Landing Existing (Year 2012) + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length 4) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.696 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - I - R ------------ I --------------- II --------------- II ------------ --- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II-------- ---- --- II----- --- -- -- -- - I Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 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: 410 8 29 23 16 38 50 1895 473 57 2863 23 Added Vol: 0 7 0 27 9 59 48 0 0 0 0 28 PasserByVOl: 0 0 0 6 0 5 9 -9 0 0 -10 10 Initial Put: 410 15 29 56 25 102 107 1886 473 57 2853 61 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: 410 15 29 56 25 102 107 1886 473 57 2853 61 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 410 15 29 56 25 102 107 1886 473 57 2853 61 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: 410 15 29 56 25 102 107 1886 473 57 2853 61 ----- --------------- II--------------- II-- ------------- II---- ------ - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.71 0.10 0.19 1.00 0.20 0.80 1.00 3.00 1.00 1.00 3.92 0.08 Final Sat.: 4335 159 307 1600 315 1285 1600 4800 1600 1600 6266 134 ------------ I --------------- II--------------- II-------------- -II-- -------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.04 0.08 0.08 0.07 0.39 0.30 0.04 0.46 0.46 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:58:48 Page 13 -1 Back Bay Landing Existing (Year 2012) + Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #10 Jamboree Road (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.599 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Ignore ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------ --------------- II--------------- II---------- ----- II----- ----- - - - - - I Volume Module: Base Vol: 26 1110 140 744 1604 78 299 38 58 123 8 17 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: 26 1110 140 744 1604 78 299 38 56 123 8 17 Added Vol: 0 10 3 0 8 0 0 0 0 4 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 26 1120 143 744 1612 78 299 38 58 127 6 17 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 26 1120 0 744 1612 0 299 38 58 127 8 17 Reduct Vol: 0 0 0 0 0 0 �0 0 0 0 0 0 Reduced Vol: 26 1120 0 744 1612 0 299 38 58 127 8 17 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 26 1120 0 744 1612 0 299 38 58 127 8 17 ------------ I --------------- II--------------- II--- --------- -- -II-- -- -- ---- - - - -- I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 3200 1600 1600 3200 1600 1600 ------------ I --------------- II--------------- II-------------- -II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.23 0.00 0.23 0.34 0.00 0.09 0.02 0.04 0.04 0.01 0.01 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:46:28 Page 13 -1 Back Bay Landing Existing (Year 2012) + Project Evening Peak Hour ____ - -__ _______ _______________ __ ___ ___ __ Level Of Service Computation Report ICU 1.(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #10 Jamboree Road (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.817 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ 1--------------- 11--------------- 11--------------- 11--------------- 1 Control: Protected Protected Split Phase Split Phase Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------ I--------------- II--------------- II---------------II-------- Volume Module: Base Vol: 55 1289 131 514 1525 164 89 36 13 178 46 572 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: 55 1289 131 514 1525 164 89 36 13 178 46 572 Added Vol: 0 12 5 0 13 0 0 0 0 4 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 55 1301 136 514 1538 164 89 36 13 182 46 572 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 55 1301 0 514 1538 0 89 36 13 182 46 572 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 55 1301 0 514 1538 0 89 36 13 162 46 572 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 55 1301 0 514 1538 0 89 36 13 182 46 572 ------------ --------------- II--------------- II---- --- -------- II - - - -- -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 3200 1600 1600 3200 1600 1600 ------------ I --------------- II--------------- II--------------- II---------- - -- -- I Capacity Analysis Module: Vol /Sat: 0.03 0.27 0.00 0.16 0.32 0.00 0.03 0.02 0.01 0.06 0.03 0.36 Crit Moves: * + ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:58:48 Page 14 -1 Back Bay Landing Existing (Year 2012) + Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #11 Jamboree Road (NS) at Santa Barbara Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.487 Loss Time (sec): 0 (Y+R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 1 0 1 1 1 0 0 1 ------------ 1--------------- II--------------- II--------------- II--------- - - - - - -I Volume Module: Base Vol: 10 1115 289 543 1067 29 33 5 16 39 6 99 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: 10 1115 289 543 1067 29 33 5 16 39 6 99 Added Vol: 0 13 0 0 12 0 0 0 0 0 0 0 PasserByVo1: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 10 1128 289 543 1079 29 33 5 16 39 6 99 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: 10 1128 289 543 1079 29 33 5 16 39 6 99 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 10 1128 289 543 1079 29 33 5 16 39 6 99 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: 10 1128 289 543 1079 29 33 5 16 39 6 99 ------------ --------------- II--------------- II-------- --- ---- il---------- - - - -- I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 1.00 1.00 1.73 0.27 1.00 Final Sat.: 1600 4800 1600 3200 4600 1600 1600 1600 1600 2773 427 1600 ------------ I --------------- II--------------- II--- ------------ II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.24 0.18 0.17 0.22 0.02 0.02 0.00 0.01 0.01 0.01 0.06 Cr.it Moves: } * ** # * +* * * ** * # *# Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:46:28 Page 14 -1 Back Bay Landing Existing (Year 2012) + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 411 Jamboree Road (NS) at Santa Barbara Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.612 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - 'T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 1 0 1 1 1 0 0 1 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 17 1176 128 157 1297 74 45 17 16 243 5 458 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: 17 1176 128 157 1297 74 45 17 16 243 5 458 Added Vol: 0 16 0 0 17 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 17 1192 128 157 1314 74 45 17 16 243 5 458 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: 17 1192 128 157 1314 74 45 17 16 243 5 458 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 17 1192 128 157 1314 74 45 17 16 243 5 458 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: 17 1192 128 157 1314 74 45 17 16 243 5 458 ------------ ----------- ---- II------- -------- II --------------- --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 1.00 1.00 1.96 0.04 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 1600 1600 1600 3135 65 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.25 0.08 0.05 0.27 0.05 0.03 0.01 0.01 0.08 0.08 0.29 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:58:48 Page 15 -1 Back Bay Landing Existing (Year 2012) + Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #12 Jamboree Road (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.566 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II --------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------ --------------- II--------------- II--------------- II----- ----- - - - - - I Volume Module: Base Vol: 17 340 68 192 291 594 788 1557 19 76 921 102 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: 17 340 Be 192 291 594 768 1557 19 76 921 102 Added Vol: 0 0 0 0 0 12 13 9 0 0 8 0 PasserayVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 17 340 88 192 291 606 801 1566 19 76 929 102 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 17 340 88 192 291 0 801 1566 19 76 929 102 Reduct Vol: 0 0 0 0. 0 0 0 0 0 0 0 0 Reduced Vol: 17 340 88 192 291 0 801 1566 19 76 929 102 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 17 340 88 192 291 0 801 1566 19 76 929 102 ------------ I --------------- II--------------- II---- ----- ---- -- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.59 0.41 1.00 2.00 1.00 3.00 3.95 0.05 2.00 4.00 1.00 Final Sat.: 1600 2542 658 1600 3200 1600 4800 6323 77 3200 6400 1600 ------------ I--------------- 11--------------- II--------------- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.01 0.13 0.13 0.12 0.09 0.00 0.17 0.25 0.25 0.02 0.15 0.06 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:46:28 Page 15 -1 Back Bay Landing Existing (Year 2012) + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #12 Jamboree Road (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.653 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II--------------- II ---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------ I --------------- II--------------- II------- ------ -- II- --------- - - - -- I Volume Module: Base Vol: 41 290 79 179 417 856 723 1589 60 132 1729 205 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: 41 290 79 179 417 856 723 1589 60 132 1729 205 Added Vol: 0 0 0 0 0 17 16 11 0 0 12 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 41 290 79 179 417 873 739 1600 60 132 1741 205 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 41 290 79 179 417 0 739 1600 60 132 1741 205 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 41 290 79 179 417 0 739 1600 60 132 1741 205 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 41 290 79 179 417 0 739 1600 60 132 1741 205 ------------ --------------- li--------------- II----- ---------- Il---------- - -- - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.57 0.43 1.00 2.00 1.00 3.00 3.86 0.14 2.00 4.00 1.00 Final Sat.: 1600 2515 685 1600 3200 1600 4800 6169 231 3200 6400 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.12 0.12 0.11 0.13 0.00 0.15 0.26 0.26 0.04 0.27 0.13 Crit Moves: * * ** * * ** * * ** + + *# Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:58:48 Page 16 -1 Back Bay Landing Existing (Year 2012) + Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #13 Santa Cruz Drive (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.309 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 0 1 0 1 0 1 1 0 1 0 2 1 0 1 0 2 1 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 48 4- 13 10 7 64 49 512 292 115 265 7 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 Ise: 46 4 13 10 7 64 49 512 292 115 265 7 Added Vol:. 0 0 0 0 0 0 0 3 0 0 4 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 48 4 13 10 7 64 49 515 292 115 269 7 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: 48 4 13 10 7 64 49 515 292 115 269 7 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 48 4 13 10 7 64 49 515 292 115 269 7 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: 48 4 13 10 7 64 49 515 292 115 269 7 ------------ I--------------- II--------------- II--- ------------ II-------- -- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 0.24 0.76 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.92 0.08 Final Sat.: 3200 376 1224 1600 1600 1600 1600 3200 1600 1600 4678 122 - -- I ----------`---- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.01 0.01 0.01 0.00 0.04 0.03 0.16 0.18 0.07 0.06. 0.06 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:46:28 Page 16 -1 Back Bay Landing Existing (Year 2012) + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 413 Santa Cruz Drive (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.341 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T R L - T - R --------------------------- II--------------- 11-- ------------- 11---------- - - - - -I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 0 1 0 1 0 1 1 0 1 0 2 1 0 1 0 2 1 0 ------------ I--------------- II--------------- II --------------- II---------- - - - - - I Volume Module: Base Vol: 506 14 135 9 5 24 72 486 178 45 444 20 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: 506 14 135 9 5 24 72 486 178 45 444 20 Added Vol: 0 0 0 0 0 0 0 5 0 0 4 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 506 14 135 9 5 24 72 491 178 45 448 20 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: 506 14 135 9 5 24 72 491 178 45 448 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 506 14 135 9 5 24 72 491 178 45 448 20 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: 506 14 135 9 5 24 72 491 178 45 448 20 ------------ I ---------- ----- II--------- -- -- --II --------------- --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 0.09 0.91 1.00 1.00 1.00 1.00 2.20 0.80 1.00 2.87 0.13 Final Sat.: 3200 150 1450 1600 1600 1600 1600 3523 1277 1600 4595 205 ------------ I --------------- II--------------- II--- `----------- II -- --- ----- - - - - - I Capacity Analysis Module: Vol /Sat: 0.16 0.09 0.09 0.01 0.00 0.02 0.05 0.14 0.14 0.03 0.10 0.10 Crit Moves: t * ** # * ++ * **# + + ++ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:58:48 Page 17 -1 Back Bay Landing Existing (Year 2012) + Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #14 Santa Rosa Drive (NS) at San Joaquin Hills Road (EW) +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Cycle (sec): 100 Critical Vol. /Cap.(X): 0.330 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Ovl Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 1 0 2 0 2 1 0 ------------ ---------------II---------------II---------------II----- Volume Module: Base Vol: 32 16 Growth Adj: 1.00 1.00 Initial Bse: 32 16 Added Vol: 0 0 PasserByVOl: 0 0 Initial Fut: 32 16 User Adj: 1.00 1.00 PHF Adj: 1.00 1.00 PHF Volume: 32 16 Reduct Vol: 0 0 Reduced Vol: 32 16 PCE Adj: 1.00 1.00 MLF Adj: 1.00 1.00 FinalVOlume: 32 16 OvlAdjvol: ------------I---------- Saturation Flow Module: 75 1.00 75 0 0 75 1.00 1.00 75 0 75 1.00 1.00 75 0 81 1.00 81 0 0 81 1.00 1.00 81 0 81 1.00 1.00 81 12 39 1.00 1.00 12 39 0 0 0 0 12 39 1.00 1.00 1.00 1.00 12 39 0 0 12 39 1.00 1.00 1.00 1.00 12 39 27 265 1.00 1.00 27 265 0 3 0 0 27 268 1.00 1.00 1.00 1.00 27 268 0 0 27 268 1.00 1.00 1.00 1.00 27 268 207 1.00 207 0 0 207 1.00 1.00 207 0 207 1.00 1.00 207 447 457 101 1.00 1.00 1.00 447 457 101 0 4 C 0 0 C 447 461 101 1.00 1.00 1.00 1.00 1.00 1.0c 447 461 101 0 0 C 447 461 101 1.00 1.00 1.00 1.00 1.00 1.0c 447 461 101 Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 2.00 2.46 0.54 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 3200 3937 863 - - - - - -- I ------------- Capacity Analysis Module: -- II ----------- - - - - II - II ---------- I Vol /Sat: 0.02 0.01 0.05 0.05 0.01 0.02 0.02 0.08 0.13 0.14 0.12 0.12 Ov1AdjV /S: 0.00 Crit Moves: * * ** * * ** * * ** * * ** +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:46:28 Page 17 -1 Back Bay Landing Existing (Year 2012) + Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #14 Santa Rosa Drive (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.466 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Ovl Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 1 0 2 0 2 1 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 221 25 443 73 11 59 67 550 133 374 280 79 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: 221 25 443 73 11 59 67 550 133 374 280 79 Added Vol: 0 0 0 0 0 0 0 5 0 0 4 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 221 25 443 73 11 59 67 555 133 374 284 79 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: 221 25 443 73 11 59 67 555 133 374 284 79 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 221 25 443 73 11 59 67 555 133 374 284 79 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: 221 25 443 73 11 59 67 555 133 374 284 79 Ov1AdjVO1: 256 ------------ I--------------- II--------------- il--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.42 0.58 2.00 2.35 0.65 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3872 928 3200 3755 1045 ------------ I --------------- II--------------- II------ --------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.14 0.02 0.28 0.05 0.01 0.04 0.04 0.14 0.14 0.12 0.08 0.08 Ov1Adj V /S: 0.16 Crit Moves: * * ** * * ** * * ** * * ** *******###******#*##*#*#**************#***#****** * # * * * * * * * * * * * * * * * * * * * * * * * * * * * ## Traffix 7.9.0215 (c) 2008 Dowling ASSOC. Licensed to XUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:58:48 Page 18 -1 Back Bay Landing Existing (Year 2012) + Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length W) Method (Future Volume Alternative) Intersection #15 Newport Center Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.366 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R -- I --------------- II --------------- II--------------- II--------------- I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------ 1--------------- II--------------- II--- ------------ II---------- - - - - -I Volume Module: Base Vol: 0 0 0 19 0 69 315 1718 0 0 1051 170 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: 0 0 0 19 0 69 315 1718 0 0 1051 170 Added Vol: 0 0 0 0 0 0 1 8 0 0 8 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 19 0 69 316 1726 0 0 1059 170 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 19 0 0 316 1726 0 0 1059 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 19 0 0 316 1726 0 0 1059 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 0 0 0 19 0 0 316 1726 0 0 1059 0 ------------ I --------------- --------------- --------------- --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.01 0.00 0.00 0.10 0.36 0.00 0.00 0.22 0.00 Crit Moves: * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KONZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:46:28 Page 18 -1 Back Bay Landing Existing (Year 2012) + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #15 Newport Center Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.447 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------ 1--------------- II--------------- II--------------- II-- -------- - - - --I Volume Module: Base Vol: 0 0 0 164 0 635 314 1268 0 0 1416 128 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: 0 0 0 164 0 635 314 1268 0 0 1416 128 Added Vol: 0 0 0 0 0 1 0 11 0 0 11 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 0 0 0 164 0 636 314 1279 0 0 1427 128 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0. 0 0 164 0 0 314 1279 0 0 1427 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 164 0 0 314 1279 0 0 1427 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 164 0 0 314 1279 0 0 1427 0 ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------ I--------------- II--------------- 11----- ---- ------ 11----- ---- - - - - - -I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.05 0.00 0.00 0.10 0.27 0.00 0.00 0.30 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:58:48 Page 19 -1 Back Bay Landing Existing (Year 2012) + Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #16 Avocado Avenue (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(x): 0.446 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - -_ - I Control: Split Phase Split Phase Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 1 0 0 1 1 0 3 0 1 1 0 3 0 1 ------------ --------------- II--------------- II------------- -- II---------- - -- - - I Volume Module: Base Vol: 98 128 135 57 69 50 140 1071 49 93 1101 165 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: 98 128 135 57 69 50 140 1071 49 93 1101 165 Added Vol: 0 0 0 0 0 0 0 8 0 0 8 0 PasserByVo1: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 98 128 135 57 69 50 140 1079 49 93 1109 165 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 98 128 135 57 69 0 140 1079 49 93 1109 165 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 98 128 135 57 69 0 140 1079 49 93 1109 165 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 96 128 135 57 69 0 140 1079 49 93 1109 165 ---------- - -I - -- ----- II--------------- II------------ --- Ii---------- - -- --I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 4800 1600 1600 4800 1600 ------------ I --------------- II--------------- II------------- -- II---- ------ - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.08 0.08 0.04 0.04 0.00 0.09 0.22 0.03 0.06 0.23 0.10 Crit Moves: * * *+ # + ++ * * *+ + # +* Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:46:28 Page 19 -1 Back Bay Landing Existing (Year 2012) + Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #16 Avocado Avenue (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.498 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - -- I Control: Split Phase Split Phase Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 1 0 0 1 1 0 3 0 1 1 0 3 0 1 ------------ --------------- II------ -------- -II - -- ---------- - - - - -I Volume Module: Base Vol: 112 73 110 253 109 139 89 1199 71 100 1055 104 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: 112 73 110 253 109 139 89 1199 71 100 1055 104 Added Vol: 0 0 0 0 0 0 0 11 0 0 11 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 112 73 110 253 109 139 89 1210 71 100 1066 104 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 112 73 110 253 109 0 89 1210 71 100 1066 104 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 112 73 110 253 109 0 89 1210 71 100 1066 104 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 112 73 110 253 109 0 89 1210 71 100 1066 104 ------------ ------ -- ------- II-------- --- --- -II - -- -II --- I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.40 0.60 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 2236 964 1600 1600 4800 1600 1600 4800 1600 ------------ I --------------- II--------------- il-------- ------- II---------- - - - -- I Capacity Analysis Module: Vol /Sat: 0.07 0.05 0.07 0.11 0.11 0.00 0.06 0.25 0.04 0.06 0.22 0.07 Crit Moves: * * ** + + ++ + + ++ + + ++ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:58:48 Page 20 -1 Back Bay Landing Existing (Year 2012) + Project Morning Peak Hour -------------------------------------------------------------------------------- Leve1 Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) # t#*** tt*****# t#*#***}#***#***** ttt*** tt#*#*} tt** * # # # #tt *t *t *t* * # * * * # * * * * # } * * * ** Intersection 417 MacArthur Boulevard (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.633 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L T - R L - T - R ------------ I --------------- II--------------- II--------------- II ---------- - - - -- I Control: Protected Protected Protected Protected Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 2 1 0 1 0 2 0 1 ------------ I --------------- II--------------- II--- ------------ II----- ----- - - - - - I Volume Module: Base Vol: 121 1226 22 792 1718 851 76 347 46 51 360 651 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 B3e: 121 1226 22 792 1718 851 76 347 46 51 360 651 Added Vol: 0 4 0 0 4 0 0 3 0 0 4 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 121 1230 22 792 1722 851 76 350 46 51 364 651 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 i.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 121 1230 22 792 1722 0 76 350 46 51 364 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 121 1230 22 792 1722 0 76 350 46 51 364 0 PCE Adj: 1.00 i.00 i.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 i.00 i.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 121 1230 22 792 1722 0 76 350 46 51 364 0 ------------ --------------- II--------------- II----- ------ ---- II-- ----- --- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 2.65 0.35 1.00 2.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 4242 558 1600 3200 1600 ------------ I --------------- II--------------- II---- ----------- II---------- -- - - - I Capacity Analysis Module: Vol /Sat: 0.04 0.26 0.01 0.25 0.36 0.00 0.02 0.08 0.08 0.03 0.11 0.00 Crit Moves * * ** { + +* + * *# + * *# Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:46:28 Page 20 -1 Back Bay Landing Existing (Year 2012) + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 417 MacArthur Boulevard (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.726 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 2 1 0 1 0 2 0 1 -- ---------- - - - - -- - II--------------- II------------- - -II-- - - - - -I Volume Module: Base Vol: 35 1391 13 666 1547 366 647 313 117 31 292 399 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 1391 13 666 1547 366 647 313 117 31 292 399 Added Vol: 0 5 0 0 5 0 0 5 0 0 4 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 35 1396 13 666 1552 366 647 318 117 31 296 399 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 35 1396 13 666 1552 0 647 318 117 31 296 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 35 1396 13 666 1552 0 647 318 117 31 296 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 35 1396 13 666 1552 0 647 318 117 31 296 0 ----------- -I- - - - --- - II--------------- II--------------- II---------- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 2.19 0.81 1.00 2.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 3509 1291 1600 3200 1600 ----------- - I - - -- ---- II--------------- II----- ---------- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.01 0.29 0.01 0.21 0.32 0.00 0.13 0.09 0.09 0.02 0.09 0.00 Crit Moves: * * ** + + +# # * ## + + ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:58:48 Page 21 -1 Back Bay Landing Existing (Year 2012) + Project Morning Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 3) Method (Future Volume Alternative) Intersection 418 MacArthur Boulevard (NS) at San Miguel Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.520 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 1 1 0 2 0 1 1 0 ------------ I--------------- II--------------- II--------------- II---- ------ - - - - - I Volume Module: Base Vol: 123 1123 147 3 809 637 192 79 38 190 261 6 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 Ise: 123 1123 147 3 809 637 192 79 38 190 261 6 Added Vol: 0 4 0 0 4 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 123 1127 147 3 813 637 192 79 38 190 261 6 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: 123 1127 147 3 813 637 192 79 38 190 261 6 Reduct Vol: 0 0 0 0 0 0 0' 0 0 0 0 0 Reduced Vol: 123 1127 147 3 813 637 192 79 38 190 261 6 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: 123 1127 147 3 813 637 192 79 38 190 261 6 Ov1AdjVol: 573 ------------ --------------- II--------------- II--------------- II------ ---- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 1.35 0.65 2.00 1.96 0.04 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 2161 1039 3200 3128 72 ------------ I --------------- II--------------- II--------------- II---- ------ - - - - - I Capacity Analysis Module: Vol /Sat: 0.04 0.23 0.09 0.00 0.17 0.40 0.04 0.04 0.04 0.06 0.08 0.08 OvlAdjV /S: 0.36 Crit Moves: { + #+ * } *# * # *# # * ++ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:46:28 Page 21 -1 Back Bay Landing Existing (Year 2012) + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length €) Method (Future Volume Alternative) Intersection #18 MacArthur Boulevard (NS) at San Miguel Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.473 Loss Time (sec): 0 (Y+R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II ---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 1 1 0 2 0 1 1 0 ------------ I--------------- II--------------- II--------------- II- --------- - - - - - I Volume Module: Base Vol: 91 771 212 11 1107 451 668 331 126 225 173 35 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: 91 771 212 11 1107 451 668 331 126 225 173 35 Added Vol: 0 5 0 0 5 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 91 776 212 11 1112 451 668 331 126 225 173 35 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: 91 776 212 11 1112 451 668 331 126 225 173 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 91 776 212 11 1112 451 668 331 126 225 173 35 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: 91 776 212 11 1112 451 668 331 126 225 173 35 Ov1AdjVO1: 222 ------------ ---------------II---------------II---------------II- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 1.45 0.55 2.00 1.66 0.34 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 2318 882 3200 2662 538 ----- I --------------- II--------------- II--------------- II- ---- ---- - - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.16 0.13 0.00 0.23 0.28 0.14 0.14 0.14 0.07 0.07 0.06 Ov1AdjV /S: 0.14 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:58:48 Page 22 -1 Back Bay Landing Existing (Year 2012) + Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #19 MacArthur Boulevard (NS) at east Coast Highway (EW) #*#** k* k*+*#* k* k+ k***** k**********#*#*#####*##*#* # # * * * # * # * * * *k * * * * * * #k *k *k * * + * ** Cycle (sec): 100 Critical Vol. /Cap.(X): 0.668 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- il--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ---- --------------- II-------------- II-------- ---- --- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 793 0 247 575 1000 0 0 1144 862 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: 0 0 0 793 0 247 575 1000 0 0 1144 862 Added Vol: 0 0 0 0 0 4 4 5 0 0 4 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 793 0 251 579 1005 0 0 1148 862 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 793 0 0 579 1005 0 0 1148 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 793 0 0 579 1005 0 0 1148 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00. 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 0 0 0 793 0 0 579 1005 0 0 1146 0 ------------ I --------------- il--------------- 11 --------------- II---------- - - - - - Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4600 1600 ------------ I --------------- II--------------- II--------------- II--------- - - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.25 0.00 0.00 0.18 0.21 0.00 0.00 0.24 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Sat Jan 12, 2013 14:59:14 Page 1 -1 Back Bay Landing Existing (Year 2012) + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 419 MacArthur Boulevard (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.639 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II-------- -- - - - - - I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------ I --------------- II--------------- II-------- ---- --- II---------- - - -- - I Volume Module: Base Vol: 0 0 0 981 0 323 298 1277 0 0 1136 789 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: 0 0 0 981 0 323 298 1277 0 0 1136 789 Added Vol: 0 0 0 0 0 5 5 6 0 0 6 0 PasserByVol: 0 0 0 0 0 0 0' 0 0 0 0 0 Initial Fut: 0 0 0 981 0 328 303 1283 0 0 1142 789 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 981 0 0 303 1283 0 0 1142 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 981 0 0 303 1283 0 0 1142 0 PCE Adj:, 1.00 1.00 1.00 1.00 1.00 0.00 1•.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 981 0 0 303 1283 0 0 1142 0 ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final'Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.31 0.00 0.00 0.09 0.27 0.00 0.00 0.24 0.00 Crit Moves: * * }* * * *} * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Existing + Growth (Year 2017) + Approved Projects Default Scenario Fri Sep 21, 2012 10:59:05 Page 3 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Los3 as Cycle L -ncth %) Method (Future Volume Alternative) Intersection #1 Newport Boulevard (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.917 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: E Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ---------_-- I --------------- II------ --------- II- - - - - -- I---------- - - - - -I Control: Protected Protected Permitted Permitted Rights: Include include Ignore Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------------ I -------- ------- II------------ - - -II- II--------- - - - - --I Volume Module: Base Vol: 0 0 0 419 0 315 0 2069 174 0 874 348 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 440 0 331 0 2172 183 0 918 365 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 26 0 35 0 31 4 0 46 2 Initial Fut: 0 0 0 466 0 366 0 2203 187 0 964 367 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 466 0 366 0 2203 0 0 964 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 466 0 366 0 2203 0 0 964 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVOlume: 0 0 0 466 0 366 0 2203 0 0 964 0 ------------ I--------------- II--------------- II-- - - - -- ------- --- - -- - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 0 3200 1600 0 4800 1600 ----- I --------------- II--------------- II --------------- II-------- -- --- - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.15 0.00 0.23 0.00 0.69 0.00 0.00 0.20 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:17 Page 3 -1 Back Bav Landina_ Existing + Growth (Year 2017) + Approved Projects Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Newport Boulevard (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.796 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ---------------------------II---------------11---------------11---- Control: Protected Protected Permitted Permitted Rights: Include Include Ignore Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------------I---------------II---------------11---------------II- Volume Module: Base Vol: 0 0 0 595 0 459 0 1387 148 0 1763 515 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 625 0 482 0 1456 155 0 1851 541 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 41 0 19 0 90 7 0 51 11 Initial Fut: 0 0 0 666 0 501 0 1546 162 0 1902 552 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 666 0 501 0 1546 0 0 1902 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 666 0 501 0 1546 0 0 1902 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 666 0 501 0 1546 0 0 1902 0 ------------ I --------------- II--------------- II------------ - - -II- I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 0 3200 1600 0 4800 1600 ------------ I --------------- II--------------- II------------ --- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.21 0.00 0.31 0.00 0.48 0.00 0.00 0.40 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:05 Pace 4 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Morning Peak Hour -- ------ -- -------- --- --------------------- ------- Level Of Service Comoutation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 42 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.731 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II --------------- --------------- Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 11 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ I --------------- II--------------- II--- ------------ II--- ------- - - - - - I Volume Module: Base Vol: 3 3 1 86 3 412 349 1900 12 8 1095 64 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 3 3 1 86 3 412 366 1995 13 8 1150 67 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 1 0 0 0 128 0 0 94 0 Initial Fut: 3 3 1 87 3 412 366 2123 13 8 1244 67 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: 3 3 1 87 3 412 366 2123 13 8 1244 67 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 3 3 1 87 3 412 366 2123 13 8 1244 67 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: 3 3 1 87 3 412 366 2123 13 8 1244 67 Ov1AdjVol: 46 ------------ I--------------- II--------------- II---------- -- --- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.43 0.43 0.14 0.97 0.03 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 686 686 229 1547 53 1600 1600 3181 19 1600 4800 1600 ------------ I --------------- II--------------- II-------------- -II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.05 0.06 0.26 0.23 0.67 0.67 0.01 0.26 0.04 Ov1AdjV /S: 0.03 Crit Moves' + + #+ # +t+ + + ++ + + ++ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:17 Pace 4 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Evenina Pear Hour --------------------------------------------------------- Level Of Service Computation Report_ ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #2 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.819 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II --------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ I--------------- II--------------- II--------------- II-- ------- -- -- - - I Volume Module: Base Vol: 14 3 13 114 3 453 270 1410 17 42 2263 53 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 14 3 13 114 3 453 284 1481 18 44 2376 56 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByvol: 0 0 0 2 0 0 0 142 0 0 155 1 Initial Fut: 14 3 13 116 3 453 284 1623 18 44 2531 57 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: 14 3 13 116 3 453 284 1623 18 44 2531 57 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 14 3 13 116 3 453 284 1623 18 44 2531 57 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: 14 3 13 116 3 453 284 1623 18 44 2531 57 OvlAdjVOl: 170 - -- - - - - -- I--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.47 0.10 0.43 0.97 0.03 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 747 160 693 1560 40 1600 1600 3165 35 1600 4800 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.02 0.07 0.07 0.28 0.18 0.51 0.51 0.03 0.53 0.04 Ov1AdjV /S: 0.11 Crit Moves: **** **** **** **** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:05 Page 5 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Morning Peak Hour __-- - - - - -_ ________ ______ Level Of Service Commutation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection. #3 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.696 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II --------------- I Control: Permitted Permitted Protected Permitted Rights: include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 1 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ I --------------- II--------------- II----------- ---- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 28 0 24 25 1895 0 0 1206 28 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 28 0 24 26 1990 0 0 1266 29 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 133 0 0 94 0 Initial Fut: 0 0 0 28 0 24 26 2123 0 0 1360 29 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: 0 0 0 28 0 24 26 2123 0 0 1360 29 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 28 0 24 26 2123 0 0 1360 29 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: 0 0 0 28 0 24 26 2123 0 0 1360 29 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 1.00 0.54 0.00 0.46 1.00 2.00 0.00 0.00 2.94 0.06 Final Sat.: 0 0 1600 862 0 738 1600 3200 0 0 4698 102 ------------ I --------------- II--------------- II--- ---- ---- -- -- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.02 0.00 0.03 0.02 0.66 0.00 0.00 0.29 0.29 Crit Moves: * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:17 Page 5 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Evening Peak Hour -- ----------- --------- ----- - - - --- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.624 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B ***#***********#*#**************#**#*****#******* * * * * # * * * * * * # * * * * * * * * * * * * * * * * * ** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------- II --------------- II--------------- II --------------- I Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 1 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 - -- ---------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 0 0 3 50 0 28 68 1471 2 0 2240 36 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 3 50 0 28 71 1545 2 0 2352 36 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 143 0 0 157 0 Initial Fut: 0 0 3 50 0 28 71 1688 2 0 2509 38 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: 0 0 3 50 0 28 71 1688 2 0 2509 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 3 50 0 28 71 1688 2 0 2509 38 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: 0 0 3 50 0 28 71 1688 2 0 2509 38 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 1.00 0.64 0.00 0.36 1.00 1.99 0.01 0.00 2.96 0.04 Final Sat.: 0 0 1600 1026 0 574 1600 3196 4 0 4729 71 ------------ I --------------- 11 --------------- --------------- 11 --------------- Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.05 0.04 0.53 0.53 0.00 0.53 0.53 Crit Moves: * * ** * * ** * * ** * * ** ##************+*+*+*+*+*#*+*****##***##*#*###*### # # * # * # * # * # # * # * # * + * # + * # * * * * * * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:05 Page 6 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 3) Method (Future Volume Alternative) Intersection #4 Irvine Avenue (NS) at 19th Street /Dover Drive (ESA) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.535 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II --- --- --------- II ---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ I--------------- II--------------- 11--------------- II---------- - - - - -I Volume Module: Base Vol: 40 780 12 132 738 18 64 155 28 12 101 240 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 819 13 139 775 19 64 155 28 12 101 240 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVo1: 1 1 0 2 1 0 0 0 0 0 1 2 Initial Fut: 43 820 13 141 776 19 64 155 28 12 102 242 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: 43 820 13 141 776 19 64 155 28 12 102 242 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 43 820 13 141 776 19 64 155 28 12 102 242 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 ML--- 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: 43 820 13 141 776 19 64 155 28 12 102 242 ------------ I--------------- II--------------- II------------ -- -II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.85 0.15 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1355 245 1600 1600 1600 ------------ I --------------- II--------------- II--------------- II---- ------ - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.26 0.01 0.09 0.24 0.01 0.04 0.11 0.11 0.01 0.06 0.15 Crit Moves: * * ** * * ** * * ** * * ** +*+*#*#*#******+**++#*###**#**********+**+*#***** + * * # * * * * + * * * * * * * + * * # * # * * * * + * # ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:17 Page 6 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Evening Peak Hour ------ -------- ----- - -- --------------- -- Level Of Service Computation Report ICU 1(Lcs3 as Cycle Length %) Method (Future Volume Alternative) Intersection #4 Irvine Avenue (NS) at 19th Street /Dover Drive (Ew) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.631 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound 'West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- il---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ---- -------- I - --- -- --------- II - - -- -- II--------------- II-- ------- - - ---I Volume Module: Base Vol: 97 658 41 159 1185 69 48 109 63 30 182 234 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial B3e: 102 691 43 167 1244 72 48 109 63 30 182 234 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 1 1 0 3 2 0 0 0 0 0 1 2 Initial Put: 103 692 43 170 1246 72 48 109 63 30 183 236 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: 103 692 43 170 1246 72 48 109 63 30 183 236 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 103 692 43 170 1246 72 48 109 63 30 183 236 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: 103 692 43 170 1246 72 48 109 63 30 183 236 ------ - - - --- -- ----- -------- II---------- - - - - - H --------------- II --- ------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.63 0.37 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1014 586 1600 1600 1600 ------------ I --------------- il--------------- 11 --------------- II --------------- Capacity Analysis Module: Vol /Sat: 0.06 0.22 0.03 0.11 0.39 0.05 0.03 0.11 0.11 0.02 0.11 0.15 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:05 Page 7 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection #5 Irvine Avenue (NS) at 17th Street /Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.466 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II--------------- II ---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 -- --------- -I - - -- - II--------------- II--------------- II---------- - - - - -I Volume Module: Base Vol: 274 506 37 178 438 132 230 478 180 39 389 62 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 288 531 39 187 460 139 230 478 180 39 389 62 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 1 1 0 1 0 3 1 4 1 0 6 0 Initial Put: 289 532 39 188 460 142 231 482 181 39 395 62 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: 289 532 39 188 460 142 231 482 181 39 395 62 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 269 532 39 188 460 142 231 482 181 39 395 62 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: 289 532 39 188 460 142 231 482 181 39 395 62 ----------- -I - - -- --- II--------------- II------- -------- II------ ---- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.45 0.55 1.00 1.73 0.27 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2326 874 1600 2766 434 ------------ I --------------- II--------------- II----------- ---- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.17 0.02 0.06 0.14 0.09 0.07 0.21 0.21 0.02 0.14 0.14 Crit Moves: * * ** * * ** * * ** * * ** Traf£ix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:17 Page 7 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Evening Peat Hour _______ __________ ___ _ ___ __ Level Of Service Computation Report ICU 1(Loss as Cycle Length 5) Method (Future Volume Alternative) Intersection #5 Irvine Avenue (NS) at 17th Street /Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.732 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I -------------- II ---------- ----- il----- --- ------- II- --- --- I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------ I --------------- II --------------- II------------- - -II -- - - - - - -I Volume Module: Base Vol: 312 459 46 170 584 523 248 472 218 81 554 87 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 326 482 48 179 613 549 248 472 218 81 554 87 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 2 0 4 7 19 0 0 10 1 Initial Fut: 328 482 48 181 613 553 255 491 218 81 564 88 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: 328 482 48 181 613 553 255 491 218 81 564 68 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 328 482 48 181 613 553 255 491 218 81 564 88 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: 326 482 48 161 613 553 255 491 218 81 564 88 ------------ --------------- II--------------- II-------------- -II - -- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.39 0.61 1.00 1.73 0.27 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2216 984 1600 2768 432 ------------I---------------II---------------II---------------11------- Capacity Analysis Module: Vol /Sat: 0.10 0.15 0.03 0.06 0.19 0.35 0.08 0.22 0.22 0.05 0.20 0.20 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:05 Page 8 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Morning Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #6 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.431 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ---------_-- I --------------- II--------------- II--------------- II-- -------- - - - - - I Control: Protected Permitted Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------ I --------------- --------------- --------------- --------------- Volume Module: Base Vol: 362 411 0 0 472 ill 67 0 509 0 0 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: 362 411 0 0 472 111 67 0 509 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 1 4 0 0 2 0 0 0 2 0 0 0 Initial Put: 363 415 0 0 474 111 67 0 511 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 363 415 0 0 474 ill 67 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 363 415 0 0 474 ill 67 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 363 415 0 0 474 ill 67 0 0 0 0 0 - - - -- --------------- --------------- --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------ I --------------- II--------------- II--------------- II--- ------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.11 0.13 0.00 0.00 0.30 0.07 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:17 Page 8 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Lencth W) Method (Future Volume Alternative) Intersection 46 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.444 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ---------- - - I - - -- ---- II--------------- II--------------- II---------- - - - - -I Control: Protected Permitted Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ---- I --------------- II--------------- II-- ------------- II---- ------ - - - - - I Volume Module: Base Vol: 550 543 0 0 369 103 121 0 503 0 0 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: 550 543 0 0 369 103 121 0 503 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByvol: 3 5 0 0 5 0 0 0 8 0 0 0 Initial Put: 553 548 0 0 374 103 121 0 511 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 553 548 0 0 374 103 121 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 553 548 0 0 374 103 121 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVOlume: 553 548 0 0 374 103 121 0 0 0 0 0 ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Saturation. Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 - - - -- I - - -- -- II--------------- II----- -- ------- -II- --------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.17 0.17 0.00 0.00 0.23 0.06 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:05 Page 9 -1 ----------------------------------------------------------------------------- Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 47 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.499 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II--------------- II--------------- I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 87 718 43 40 907 50 29 21 209 44 10 59 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: 87 718 43 40 907 50 29 21 209 44 10 59 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 1 2 1 1 2 0 0 0 2 1 2 4 Initial Put: 88 720 44 41 909 50 29 21 211 45 12 63 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: 88 720 44 41 909 50 29 21 211 45 12 63 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 88 720 44 41 909 50 29 21 211 45 12 63 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: 88 720 44 41 909 50 29 21 211 45 12 63 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.58 0.42 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 928 672 1600 1600 1600 1600 ----- -- - - - - -I ------ II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.23 0.03 0.03 0.28 0.03 0.02 0.03 0.13 0.03 0.01 0.04 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:17 Page 9 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Evening Peak Hour ---- --- -- ----------------------- - - - --- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.503 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- 11 --------------- 11 --------------- I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------ I ----- -- II--------------- II--------------- II- --------- - - - - -I Volume Module: Base Vol: 136 1017 45 79 816 23 34 23 153 52 14 50 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: 136 1017 45 79 816 23 34 23 153 52 14 50 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 1 14 2 4 10 0 0 1 2 0 1 4 Initial Fut: 137 1031 47 83 826 23 34 24 155 52 15 54 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: 137 1031 47 83 826 23 34 24 155 52 15 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 137 1031 47 83 826 23 34 24 155 52 15 54 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: 137 1031 47 83 826 23 34 24 155 52 15 54 ------------ 1--------------- II--------------- II--------------- 11-- -------- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.59 0.41 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 938 662 1600 1600 1600 1600 ------------ I --- --- II--------------- II--------------- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.09 0.32 0.03 0.05 0.26 0.01 0.02 0.04 0.10 0.03 0.01 0.03 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:05 Page 10 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Morning Peak Hour --- ------------------------- - - - - -- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #8 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.659 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- --------------- --------------- Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ I --------------- II--------------- II-- --------- - -- -II Volume Module: Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 24 45 42 904 44 182 151 1916 22 18 1265 718 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByvol: 0 0 0 19 0 9 9 120 0 0 86 9 Initial Fut: 24 45 42 923 44 191 160 2036 22 18 1351 727 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 45 42 923 44 191 160 2036 22 18 1351 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 923 44 191 160 2036 22 18 1351 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVoiume: 24 45 42 923 44 191 160 2036 22 18 1351 0 ------- - - - --I -------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1600 1655 1545 4800 1600 1600 3200 4749 51 1600 4800 1600 ------------ I --------------- II--------------- II--------------- II - - -- - - -I Capacity Analysis Module: Vol /Sat: 0.02 0.03 0.03 0.19 0.03 0.12 0.05 0.43 0.43 0.01 0.28 0.00 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:17 Pace 10 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #8 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.737 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ I --------------- II--------------- II--------------- II----- ----- - - - - - I Volume Module: Base Vol: 16 32 50 640 49 136 119 1477 22 48 2054 1170 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 16 32 50 840 49 136 125 1551 23 50 2157 1229 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 13 0 16 27 123 0 0 150 26 Initial Fut: 16 32 50 853 49 152 152 1674 23 50 2307 1255 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 32 50 853 49 152 152 1674 23 50 2307 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 853 49 152 152 1674 23 50 2307 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 16 32 50 853 49 152 152 1674 23 50 2307 0 ------------ I---------------!--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 4800 1600 1600 3200 4735 65 1600 4800 1600 ---- ---- ---- I ------------- - -II -- ------ II----------- ---- II--------- - - - -- -I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.03 0.18 0.03 0.10 0.05 0.35 0.35 0.03 0.48 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:06 Pace 11 -1 Back Bay Landing Existing + Growth (Year 20117) + Approved Projects Morning Peak Hour _______ __________ _ __- ___ - -__ _ -_ -_ Level Of Service Computation Report ICU !(Loss as Cycle Length #) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.708 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II --------------- I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I--------------- II--------------- II------------ - - -II- I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 383 13 25 30 5 36 32 2542 315 39 1550 16 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 1 0 1 44 0 18 35 95 0 0 64 0 Initial Fut: 384 13 26 74 5 54 67 2637 315 39 1614 16 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: 384 13 26 74 5 54 67 2637 315 39 1614 16 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 384 13 26 74 5 54 67 2637 315 39 1614 16 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: 384 13 26 74 5 54 67 2637 315 39 1614 16 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.73 0.09 0.18 1.00 0.08 0.92 1.00 3.00 1.00 1.00 3.96 0.04 Final Sat.: 4357 148 295 1600 136 1464 1600 4800 1600 1600 6338 62 ------------ I --------------- II--------------- II --------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.05 0.04 0.04 0.04 0.55 0.20 0.02 0.25 0.25 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:18 Page 11 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Evening Peak Hour Level Of Se -vice Computation Report ICU 1(Loss as Cycle Length `s) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.695 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - i Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - ! Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 410 8 29 23 16 38 53 1990 497 60 3006 24 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 3 0 0 71 0 29 26 83 2 0 127 0 Initial Put: 413 8 29 94 16 67 79 2073 499 60 3133 24 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: 413 8 29 94 16 67 79 2073 499 60 3133 24 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 413 8 29 94 16 67 79 2073 499 60 3133 24 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: 413 8 29 94 16 67 79 2073 499 60 3133 24 ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.76 0.05 0.19 1.00 0.19 0.81 1.00 3.00 1.00 1.00 3.97 0.03 Final Sat.: 4405 85 309 1600 308 1292 1600 4800 1600 1600 6351 49 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.06 0.05 0.05 0.05 0.43 0.31 0.04 0.49 0.49 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:06 Page 12 -1 Back Bay I_ anding Existing + Growth (Year 2017) + Approved Projects Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length t) Method (Future Volume Alternative) Intersection #10 Jamboree Road (NS) at San Joaquin Hills Road (ESA) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.652 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound west Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------I---------------II---------------11---------------II--- Control: Protected Protected Split Phase Split Phase Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------ I--------------- II--------------- 11----- ---------- II------ ---- - - - - -I Volume Module: Base Vol: 26 1110 140 744 1604 78 299 38 58 123 8 17 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 27 1166 147 781 1684 82 299 38 58 123 8 17 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 75 4 45 141 0 0 0 0 10 0 41 Initial Put: 27 1241 151 826 1825 82 299 38 58 133 8 58 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Ad!: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 27 1241 0 826 1825 0 299 38 58 133 8 58 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 27 1241 0 826 1825 0 299 38 58 133 8 58 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 27 1241 0 826 1825 0 299 38 58 133 8 58 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 3200 1600 1600 3200 1600 1600 ------------ I--------------- II--------------- 11-- ----------- -- II------ ---- - - - - -I Capacity Analysis Module: Vol /Sat: 0.02 0.26 0.00 0.26 0.38 0.00 0.09 0.02 0.04 0.04 0.01 0.04 Crit Moves: * * * * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:18 Page 12 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Evening Peak Hour ___ _ _____________ ______________ _ Level Of Service Computation Report ICU 1(LOSS as Cycle Length o) Method (Future Volume Alternative) Intersection #10 Jamboree Road (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.939 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: E Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II--------------- II--------------- I Control: Protected Protected Split Phase Split Phase Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------ I --------- ------ II--------- ------ II - - -- ------- --- -- - --I Volume Module: Base Vol: 55 1289 131 514 1525 164 89 36 13 178 46 572 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 58 1353 138 540 1601 172 69 36 13 178 46 572 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 1 101 8 46 116 0 1 4 0 8 0 108 Initial Fut: 59 1454 146 586 1717 172 90 40 13 186 46 680 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 59 1454 0 586 1717 0 90 40 13 186 46 680 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 59 1454 0 586 1717 0 90 40 13 186 46 680 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 59 1454 0 586 1717 0 90 40 13 186 46 680 ------------ --------------- II--------------- II----------- ---- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 3200 1600 1600 3200 1600 1600 ------------ I --------------- II --------------- II--------------- II-- -------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.04 0.30 0.00 0.18 0.36 0.00 0.03 0.03 0.01 0.06 0.03 0.43 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:06 Page 13 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #11 Jamboree Road (NS) at Santa Barbara Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.531 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------- ---- -- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 1 0 1 1 1 0 0 1 ------------ --------------- II--------------- il--------- ------ II---------- - - - - - I Volume Module: Base Vol: 10 1115 289 543 1067 29 33 5 16 39 6 99 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 11 1171 303 570 1120 30 33 5 16 39 6 99 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 0 54 3 5 108 1 6 0 0 21 0 16 Initial Fut: 11 1225 306 575 1228 31 39 5 16 60 6 115 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: 11 1225 306 575 1228 31 39 5 16 60 6 115 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 11 1225 306 575 1228 31 39 5 16 60 6 115 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: 11 1225 306 575 1228 31 39 5 16 60 6 115 ------------ I--------------- II--------------- II-------------- -11---------- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 1.00 1.00 1.82 0.18 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 1600 1600 1600 2909 291 1600 ------------ I--------------- II--------------- II------------- -- 11---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.01 0.26 0.19 0.18 0.26 0.02 0.02 0.00 0.01 0.02 0.02 0.07 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:18 Page 13 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length 8) Method (Future Volume Alternative) Intersection #11 Jamboree Road (NS) at Santa Barbara Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.655 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II--------------- II--------------- I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 1 0 1 1 1 0 0 1 ------------ I--------------- II--------------- II---------- ----- II---------- - - - - - I Volume Module: Base Vol: 17 1176 128 157 1297 74 45 17 16 243 5 458 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 18 1235 134 165 1362 78 45 17 16 243 5 458 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 96 11 15 77 6 2 1 0 10 1 9 Initial Put: 18 1331 145 180 1439 84 47 18 16 253 6 467 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: 18 1331 145 180 1439 84 47 18 16 253 6 467 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 18 1331 145 180 1439 84 47 18 16 253 6 467 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: 18 1331 145 180 1439 84 47 18 16 253 6 467 ------------ ------------- -- II--- -- ------ -- --II -- -- II---------- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 1.00 1.00 1.95 0.05 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 1600 1600 1600 3126 74 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.28 0.09 0.06 0.30 0.05 0.03 0.01 0.01 0.08 0.08 0.29 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:06 Page 14 -1 Back Bay Landing Existing + Growth (`_'ear 2017) + Approved Projects Morning Peak Hour ------------------------------------------------------ Level Of Service Computation Renort ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #12 Jamboree Road (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.606 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------- - - - --I ----- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------ ---------------II---------------II---------------II---- Volume Module: Base Vol: 17 340 88 192 291 594 788 1557 19 76 921 102 Growth Adj: 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 17 340 88 202 306 624 827 1635 20 60 967 107 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 1 1 6 1 116 52 84 1 1 49 1 Initial Put: 17 341 89 208 307 740 879 1719 21 81 1016 108 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 17 341 89 208 307 0 879 1719 21 81 1016 108 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 17 341 89 208 307 0 879 1719 21 61 1016 108 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 17 341 89 208 307 0 879 1719 21 81 1016 108 ---------- - -I --- - II--------------- II--------------- II-------- -- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.59 0.41 1.00 2.00 1.00 3.00 3.95 0.05 2.00 4.00 1.00 Final Sat.: 1600 2538 662 1600 3200 1600 4800 6323 77 3200 6400 1600 ------------ I --------------- II--------------- II--------------- II--- ------- -- - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.13 0.13 0.13 0.10 0.00 0.18 0.27 0.27 0.03 0.16 0.07 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sec 21, 2012 10:59:18 Page 14 -1 Back Bay Landing Existing + Growth (Year 2017) r Approved Projects Evening Peak Hour _- ---------` - ------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 3) Method (Future Volume Alternative) Intersection #12 Jamboree Road (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.719 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R _----------- I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------ I --------------- II--------------- il--------------- II---------- - - - - - I Volume Module: Base Vol: 41 290 79 179 417 856 723 1589 60 132 1729 205 Growth Adj: 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 41 290 79 188 438 899 759 1668 63 139 1815 215 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 1 1 4 8 3 78 94 62 0 5 120 10 Initial Fut: 42 291 83 196 441 977 853 1730 63 144 1935 225 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 42 291 83 196 441 0 853 1730 63 144 1935 225 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 291 83 196 441 0 853 1730 63 144 1935 225 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 42 291 83 196 441 0 853 1730 63 144 1935 225 ------------ I--------------- II--------------- II--- ---------- -- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.56 0.44 1.00 2.00 1.00 3.00 3.86 0.14 2.00 4.00 1.00 Final Sat.: 1600 2490 710 1600 3200 1600 4800 6175 225 3200 6400 1600 ------------ I --------------- II --------------- II------ ----- ---- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.12 0.12 0.12 0.14 0.00 0.18 0.26 0.28 0.04 0.30 0.14 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2006 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:06 Page 15 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Morning Peak Hour -------------------------------------- ------------ -----' Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #13 Santa Cruz Drive (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.321 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound west Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ----------- - - - -II ---- II--------------- II------- --- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 0 1 0 1 0 1 1 0 1 0 2 1 0 1 0 2 1 0 ------------ I--------------- II--------------- II--------------- II--------------- I Volume Module: Base Vol: 48 4 13 10 7 64 49 512 292 115 265 7 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: 48 4 13 10 7 64 49 512 292 115 265 7 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 29 0 2 0 1 0 0 75 4 2 10 0 Initial Put: 77 4 15 10 8 64 49 587 296 117 275 7 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: 77 4 15 10 8 64 49 587 296 117 275 7 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 77 4 15 10 8 64 49 587 296 117 275 7 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: 77 4 15 10 8 64 49 587 296 117 275 7 ------------ I--------------- II--------------- II--------------- II---------- - - --- I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 0.21 0.79 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.93 0.07 Final Sat.: 3200 337 1263 1600 1600 1600 1600 3200 1600 1600 4681 119 ------------ I -------- --- - - - -II ------ II--- ------------ II------- -- - - -- - - I Capacity Analysis Module: Vol /Sat: 0.02 0.01 0.01 0.01 0.01 0.04 0.03 0.18 0.19 0.07 0.06 0.06 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 20012 10:59:18 Page 15 -1 Back Bay Landing Existina + Growth (Year 2017) + Approved Projects Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 413 Santa Cruz Drive (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.354 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound Nest Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II--------------- II--------------- I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 0 1 0 1 0 1 1 0 1 0 2 1 0 1 0 2 1 0 ------------ I --------------- II--------------- II--------------- II-------- ---- - - - I Volume Module: Base Vol: 506 14 135 9 5 24 72 486 178 45 444 20 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: 506 14 135 9 5 24 72 486 178 45 444 20 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 11 0 1 1 0 0 0 29 18 2 73 0 Initial Put: 517 14 136 10 5 24 72 515 196 47 517 20 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: 517 14 136 10 5 24 72 515 196 47 517 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 517 14 136 10 5 24 72 515 196 47 517 20 POE 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: 517 14 136 10 5 24 72 515 196 47 517 20 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 0.09 0.91 1.00 1.00 1.00 1.00 2.17 0.83 1.00 2.89 0.11 Final Sat.: 3200 149 1451 1600 1600 1600 1600 3477 1323 1600 4621 179 ------------ I--------------- II--------------- 11--------------- II---------- -- - - -I Capacity Analysis Module: Vol /Sat: 0.16 0.09 0.09 0.01 0.00 0.02 0.05 0.15 0.15 0.03 0.11 0.11 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:06 Page 16 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Morning Peak Hour ------------------------------- --- - - - --- Level Of Service Computation Report ICU 1(Loss as Cycle Length o) Method (Future Volume Alternative) Intersection #14 Santa Rosa Drive (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.379 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II --------------- II--------------- I Control: Protected Protected Protected Protected Rights: Ovl Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 1 0 2 0 2 1 0 --- I --------------- II--------------- II-- ---- --------- II---- ----- - - - - - - I Volume Module: Base Vol: 32 16 75 81 12 39 27 265 207 447 457 101 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: 32 16 75 81 12 39 27 265 207 447 457 101 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByvol: 19 0 27 0 0 0 1 6 77 5 5 0 Initial Put: 51 16 102 81 12 39 28 271 284 452 462 101 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: 51 16 102 81 12 39 28 271 284 452 462 101 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 51 16 102 81 12 39 28 271 284 452 462 101 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 MLR 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: 51 16 102 81 12 39 28 271 284 452 462 101 Ov1AdjVol: 0 ------------ I --------------- II--------------- II--------------- II------ -- -- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 2.00 2.46 0.54 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 3200 3939 861 ------- - - - - -I --- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.01 0.06 0.05 0.01 0.02 0.02 0.08 0.18 0.14 0.12 0.12 Ov1Adj V /S: 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:18 Page 16 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Evening Peak !lour Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection #14 Santa Rosa Drive (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.499 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II-- -- ------ - - - - -II - - - -I Control: Protected Protected Protected Protected Rights: Ovl Include include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 1 0 2 0 2 1 0 ------ ----- -I -- ------ II--------------- II------------- -- II---------- - - - - -I Volume Module: Base Vol: 221 25 443 73 11 59 67 550 133 374 280 79 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: 221 25 443 73 11 59 67 550 133 374 280 79 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 78 0 30 0 0 0 0 9 30 27 7 0 Initial Fut: 299 25 473 73 11 59 67 559 163 401 287 79 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 PH? Volume: 299 25 473 73 11 59 67 559 163 401 287 79 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 299 25 473 73 11 59 67 559 163 401 287 79 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: 299 25 473 73 11 59 67 559 163 401 287 79 Ov1AdjVO1: 273 ------------ --------------- II--------------- II-------------- -II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.32 0.68 2.00 2.35 0.65 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3716 1084 3200 3764 1036 ------------ I --------------- II--------------- II-------------- -II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.19 0.02 0.30 0.05 0.01 0.04 0.04 0.15 0.15 0.13 0.08 0.08 Ov1AdjV /S: 0.17 Crit Moves: * * +* * * ** * * *+ * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:06 Page 17 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Morning Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection 415 Newport Center Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.396 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - -- Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------ I --------------- II--------------- II---- ----------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 19 0 69 315 1718 0 0 1051 170 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 19 0 69 331 1804 0 0 1104 179 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 5 0 20 15 59 0 0 20 2 Initial Fut: 0 0 0 24 0 89 346 1863 0 0 1124 181 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 24 0 0 346 1863 0 0 1124 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 24 0 0 346 1863 0 0 1124 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 24 0 0 346 1863 0 0 1124 0 ------------ 1--------------- II----------- - - - -II ------ II-------- -- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.01 0.00 0.00 0.11 0.39 0.00 0.00 0.23 0.00 Crit Moves: * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:18 Page 17 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Evening Peak Hour ---- --------- ------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection ,#15 Newport Center Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.488 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II --------------- II ---------- - - - - - I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------ I --------------- II--------------- II------------- --II---- ----- - - -- - I Volume Module: Base Vol: 0 0 0 164 0 635 314 1268 0 0 1416 128 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 164 0 635 330 1331 0 0 1487 134 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 6 0 44 21 38 0 0 74 10 Initial Fut: 0 0 0 170 0 679 351 1369 0 0 1561 144 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 170 0 0 351 1369 0 0 1561 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 170 0 0 351 1369 0 0 1561 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 170 0 0 351 1369 0 0 1561 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------ I --------------- II--------------- II---- ----------- II---------- - - - - - i Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.05 0.00 0.00 0.11 0.29 0.00 0.00 0.33 0.00 Crit Moves: * * ** * * ** * * +* Traffix 7.9.0215 (c) 2006 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sen 21, 2012 10:59:06 Page 18 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #16 Avocado Avenue (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.496 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ----- ---------- II----------- - - - - II -------- 11--- ------- - - - - -I Control: Split Phase Split Phase Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 1 0 0 1 1 0 3 0 1 1 0 3 0 1 ------------ --------------- II--------------- II--------------- II----- ----- - - - - - I Volume Module: Base Vol: 98 128 135 57 69 50 140 1071 49 93 1101 165 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 98 128 135 57 69 50 147 1125 51 98 1156 173 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 5 0 10 54 10 0 0 12 30 Initial Fut: 98 128 135 62 69 60 201 1135 51 98 1168 203 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 98 128 135 62 69 0 201 1135 51 98 1166 203 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 98 128 135 62 69 0 201 1135 51 98 1168 203 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 98 128 135 62 69 0 201 1135 51 98 1168 203 ------------ I --------------- II--------------- II--- ------------ II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 4800 1600 1600 4800 1600 ------------ I ---------------II---------------II--------------- II ------- Capacity Analysis Module: Vol /Sat: 0.06 0.08 0.08 0.04 0.04 0.00 0.13 0.24 0.03 0.06 0.24 0.13 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:18 Pace 18 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Evening Peak Hour --------------- ------------------------ - - --- ------ - - ---- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) *#***t}}}**#********+* x+******* x* x}}## x# x***t*}+* * * * *x *x *x * * * * * * * + #} * * ** }t * } # * ** Intersection #16 Avocado Avenue (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.524 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II--------------- I Control: Split Phase Split Phase Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 1 0 0 1 1 0 3 0 1 1 0 3 0 1 ------------ I --------------- II--------------- II--------------- II--------------- I Volume Module: Base Vol: 112 73 110 253 109 139 89 1199 71 100 1055 104 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 112 73 110 253 109 139 93 1259 75 105 1108 109 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 33 0 69 30 12 1 0 12 13 Initial Put: 112 73 110 286 109 208 123 1271 76 105 1120 122 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 112 73 110 266 109 0 123 1271 76 105 1120 122 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 112 73 110 286 109 0 123 1271 76 105 1120 122 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 112 73 110 286 109 0 123 1271 76 105 1120 122 ------------ I--------------- II--------------- II--------------- II-- ----- --- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.45 0.55 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 2317 883 1600 1600 4600 1600 1600 4800 1600 ---- I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.07 0.05 0.07 0.12 0.12 0.00 0.08 0.26 0.05 0.07 0.23 0.08 Crit Moves * * ** * * ** * * ** * * ** }##**********t}###*#***#**########*****t***#*#*** * * # # * # # * * * * *x # # * # * * * * * } } # # * * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:06 Page 19 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Morning Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #17 MacArthur Boulevard (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.667 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II- ' ------------- II--------------- II_--------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 2 1 0 1 0 2 0 1 - I--------------- II--------------- II--------------- II- ---- -- --- - - - - - I Volume Module: Base Vol: 121 1226 22 792 1718 851 76 347 46 51 360 651 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 127 1287 23 832 1804 894 76 347 46 51 360 651 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 2 10 1 1 53 67 37 3 0 6 3 0 Initial Fut: 129 1297 24 833 1857 961 113 350 46 57 363 651 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 129 1297 24 833 1857 0 113 350 46 57 363 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 129 1297 24 833 1857 0 113 350 46 57 363 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 129 1297 24 833 1857 0 113 350 46 57 363 0 ------- - - - - -I -------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 2.65 0.35 1.00 2.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 4242 558 1600 3200 1600 - - - -- I ----------- - - - -II ------ II--------------- II--------- - - - - - - I Capacity Analysis Module: Vol /Sat: 0.04 0.27 0.02 0.26 0.39 0.00 0.02 0.08 0.08 0.04 0.11 0.00 Crit Moves * * ** * * ** # + #+ # # ## Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:18 Page 19 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length 4) Method (Future Volume Alternative) Intersection 417 MacArthur Boulevard (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.781 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /ven): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II --------------- II ---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 2 1 0 1 0 2 0 1 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 35 1391 13 666 1547 366 647 313 117 31 292 399 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 37 1461 14 699 1624 384 647 313 117 31 292 399 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 2 57 6 1 35 38 92 3 0 3 3 0 Initial Fut: 39 1518 20 700 1659 422 739 316 117 34 295 399 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 39 1518 20 700 1659 0 739 316 117 34 295 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 39 1518 20 700 1659 0 739 316 117 34 295 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 39 1518 20 700 1659 0 739 316 117 34 295 0 ------------ I --------------- II--------------- II----------- ---- II-------- -- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 2.19 0.81 1.00 2.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 3503 1297 1600 3200 1600 ------------ I --------------- II--------------- II----------- ---- II---------- -- - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.32 0.01 0.22 0.35 0.00 0.15 0.09 0.09 0.02 0.09 0.00 Crit Moves: * * ** * * ** * * ** * * ** Tra£fix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 10:59:06 Page 20 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Morning Peak Your Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #18 MacArthur Boulevard (NS) at San Miguel Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.582 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------_----- I --------------- II-------_------- II--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 1 1 0 2 0 1 1 0 ----- I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 123 1123 147 3 809 637 192 79 38 190 2661 6 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 129 1179 154 3 849 669 192 79 38 190 261 6 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 2 2 0 1 1 57 8 4 9 0 13 0 Initial Fut: 131 1181 154 4 850 726 200 83 47 190 274 6 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: 131 1181 154 4 850 726 200 83 47 190 274 6 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 131 1181 154 4 850 726 200 83 47 190 274 6 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: 131 1181 154 4 850 726 200 83 47 190 274 6 Ov1AdjVO1: 659 ------------ -- ----- II--------------- II----------- --- -II---------- - - ---I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 1.28 0.72 2.00 1.96 0.04 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 2043 1157 3200 3131 69 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.04 0.25 0.10 0.00 0.18 0.45 0.04 0.04 0.04 0.06 0.09 0.09 Ov1AdjV /S: 0.41 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 201-2 10:59:18 Page 20 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Evening Peak Hour Level Of Serv' -ce Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #18 MacArthur Boulevard (NS) at San Miguel Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.500 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II --------------- II ------- -- - - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include OV1 Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 1 1 0 2 0 1 1 0 ------------ I --------------- II--------------- II----------- ---- II---------- - - - - - I Volume Module: Base Vol: 91 771 212 11 1107 451 668 331 126 225 173 35 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 96 810 223 12 1162 474 668 331 126 225 173 35 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 6 2 0 1 1 32 63 25 12 0 22 0 Initial Put: 102 612 223 13 1163 506 731 356 138 225 195 35 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: 102 812 223 13 1163 506 731 356 138 225 195 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 102 812 223 13 1163 506 731 356 138 225 195 35 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: 102 812 223 13 1163 506 731 356 138 225 195 35 OvlAdjVol: 259 ------------ --------------- II-- --- ------ - - - -II --- II---------- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 1.44 0.56 2.00 1.70 0.30 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 2306 894 3200 2713 487 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.17 0.14 0.00 0.24 0.32 0.15 0.15 0.15 0.07 0.07 0.07 OvlAdjV /S: 0.16 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Sat Jan 12, 2013 15:00:01 Page 1 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection #19 MacArthur Boulevard (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.710 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II --------------- II------------ --- II---------- - - - - - I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 793 0 247 575 1000 0 0 1144 862 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 833 0 259 604 1050 0 0 1201 905 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByvol: 0 0 0 9 0 0 1 14 0 0 39 2 Initial Put: 0 0 0 842 0 259 605 1064 0 0 1240 907 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 642 0 0 605 1064 0 0 1240 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 842 0 0 605 1064 0 0 1240 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 842 0 0 605 1064 0 0 1240 0 ------------ --------------- II--------------- II--- -- -- ------- -II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------ I --------------- II--------------- II--------- ----- -II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.26 0.00 0.00 0.19 0.22 0.00 0.00 0.26 0.00 Crit Moves: * * *i } * #* { * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Sat Jan 12, 2013 15:04:07 Page 1 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects Evening Peak Hour __ ___ _______ ______ _____- ____- _____ -_ -_ Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) *#***#**#*#******* t#######t##tt##*t*#************ * * * # # * * #t # # #ttttt # #t #ttt + * +t # #* Intersection #19 MacArthur Boulevard (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.674 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II--------------- I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 - --------------- II--------------- II-------------- -II---------- - - - - - I Volume Module: Base Vol: 0 0 0 981 0 323 298 1277 0 0 1136 789 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 1030 0 339 313 1341 0 0 1193 828 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 3 0 0 1 41 0 0 21 5 Initial Fut: 0 0 0 1033 0 339 314 1382 0 0 1214 833 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 1033 0 0 314 1382 0 0 1214 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 1033 0 0 314 1382 0 0 1214 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 1033 0 0 314 1382 0 0 1214 0 --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------- - - ---I ---- II--------------- II--------------- II - - - - -- I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.32 0.00 0.00 0.10 0.29 0.00 0.00 0.25 0.00 Crit Moves: * * ** * * ** * * ** *****#***#*#####********#t#t*#*#*###****#*####*## # # * # * # * # * # * # * # # #* # # # * *t * * * * * * ** Traffix 7.9.0215 (c) 2008 Dowling ASSOC. Licensed to KUNZMAN ASSOC, ORANGE CA Existing + Growth (Year 2017) + Approved Projects + Project Default Scenario Thu Feb 7, 2013 16:59:03 Page 4 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Newport Boulevard (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.919 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: E Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --- I --------------- II_-------------- II--------- ------ II ---------- - - - - - I Control: Protectei Protected Permitted Permitted Rights: Include Include Ignore Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------------ I --------------- II--------------- II------ --------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 419 0 315 0 2069 174 0 874 348 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 440 0 331 0 2172 183 0 918 365 Added Vol: 0 0 0 7 0 0 0 7 0 0 6 4 PasserByvol: 0 0 0 26 0 35 0 31 4 0 46 2 Initial Fut: 0 0 0 473 0 366 0 2210 187 0 970 371 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 473 0 366 0 2210 0 0 970 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 473 0 366 0 2210 0 0 970 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 473 0 366 0 2210 0 0 970 0 ------------ --------------- II--------------- II--------------- II------ ---- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 0 3200 1600 '0 4800 1600 ------------ I --------------- II--------------- II-------- ------- II---------- - -- - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.15 0.00 0.23 0.00 0.69 0.00 0.00 0.20 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat San 12, 2013 14:41:38 Page 4 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Newport Boulevard (NS) at West Coast Highway (EW) Cycle (sec): - 100 Critical Vol. /Cap.(X): 0.799 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Ignore Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------------ I --------------- II--------------- II------- -------- II---------- - - -- - I Volume Module: Base Vol: 0 0 0 595 0 459 0 1387 148 0 1763 515 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 625 0 482 0 1456 155 0 1851 541 Added Vol: 0 0 0 9 0 0 0 8 0 0 10 9 PasserByVOl: 0 0 0 41 0 19 0 90 7 0 51 11 Initial Put: 0 0 0 675 0 501 0 1554 162 0 1912 561 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 675 0 501 0 1554 0 0 1912 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 675 0 501 0 1554 0 0 1912 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVOlume: 0 0 0 675 0 501 0 1554 0 0 1912 0 ------------ I --------------- II--------------- II--------- ------ II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 0 3200 1600 0 4800 1600 ------------ I --------------- II--------------- II-------------- -II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.21 0.00 0.31 0.00 0.49 0.00 0.00 0.40 0..00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZ14AN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:03 Page 5 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length 8) Method (Future Volume Alternative) Intersection #2 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.737 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II------------- - - II -- - - - - -I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 ]. 1 0 1 1 0 1 0 3 0 1 ------------ I --------------- 11 --------------- II--------------- II --------------- I Volume Module: Base Vol: 3 3 1 86 3 412 349 1900 12 8 1095 64 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 3 3 1 86 3 412 366 1995 13 8 1150 67 Added Vol: 0 0 0 0 0 0 0 21 0 0 16 0 PasserByVOl: 0 0 0 1 0 0 0 128 0 0 94 0 Initial Put: 3 3 1 87 3 412 366 2144 13 8 1260 67 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: 3 3 1 87 3 412 366 2144 13 8 1260 67 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 3 3 1 87 3 412 366 2144 13 8 1260 67 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: 3 3 1 87 3 412 366 2144 13 8 1260 67 Ov1AdjVo1: 46 ------------ I --------------- II--------------- II----------- ---- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.43 0.43 0.14 0.97 0.03 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 686 686 229 1547 53 1600 1600 3181 19 1600 4800 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.05 0.06 0.26 0.23 0.67 0.67 0.01 0.26 0.04 Ov1AdjV /S: 0.03 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:41:38 Page 5 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Your -------- -------- --------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #2 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.825 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R - -- --------------- II--------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 11 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 --- --- -------- - - - -II --- II--------------- II---------- - - - - - I Volume Module: Base Vol: 14 3 13 114 3 453 270 1410 17 42 2263 53 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 14 3 13 114 3 453 284 1481 18 44 2376 56 Added Vol: 0 0 0 0 0 0 0 24 0 0 28 0 PasserByVol: 0 0 0 2 0 0 0 142 0 0 155 1 Initial Fut: 14 3 13 116 3 453 284 1647 18 44 2559 57 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: 14 3 13 116 3 453 284 1647 18 44 2559 57 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 14 3 13 116 3 453 284 1647 18 44 2559 57 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: 14 3 13 116 3 453 284 1647 18 44 2559 57 Ov1AdjVol: 170 ------------ I--------------- II--------------- II--------------- II--- ------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.47 0.10 0.43 0.97 0.03 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 747 160 693 1560 40 1600 1600 3166 34 1600 4800 1600 ------------ I --------------- --------------- --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.02 0.07 0.07 0.28 0.18 0.52 0.52 0.03 0.53 0.04 Ov1AdjV /S: 0.11 Crit Moves: * * ** + * ** * * ** * * ** Traffix 7.9.0215 (c) 2006 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:04 Page 6 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Hour - -_ - -_ _ ___ ______________________ _ __ Level Of Service Computation Report ICU 1(Loss as Cycle Length 3) Method (Future Volume Alternative) Intersection #3 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.702 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II -----_--------- II------ --------- II------- --- - - - - - i Control: Permitted Permitted Protected Permitted Rights: Include - Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 1 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 28 0 24 25 1895 0 0 1206 28 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 28 0 24 26 1990 0 0 1266 29 Added Vol: 0 0 0 0 0 0 0 21 0 0 16 0 PasserByVOl: 0 0 0 0 0 0 0 133 0 0 94 0 Initial Put: 0 0 0 28 0 24 26 2144 0 0 1376 29 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 ?HE 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: 0 0 0 28 0 24 26 2144 0 0 1376 29 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 28 0 24 26 2144 0 0 1376 29 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: 0 0 0 28 0 24 26 2144 0 0 1376 29 --------- - - - I -- ----- II--------------- II-- ------------- II----- ----- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 1.00 0.54 0.00 0.46 1.00 2.00 0.00 0.00 2.94 0.06 Final Sat.: 0 0 1600 862 0 738 1600 3200 0 0 4700 100 -------- - - - - I -- ------ II--------------- II-- ------------- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.02 0.00 0.03 0.02 0.67 0.00 0.00 0.29 0.29 Crit Moves: * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:41:38 Page 6 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Hour ____________ _______ __ ______________ __ _ __ Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection 43 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.630 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II_______________ II__ _____________II__- _____- ___ - - -I Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 1 0 0 11 0 0 1 0 1 1 0 0 0 2 1 0 ------------ I --------------- II--------------- II------ -- --- ---- II---------- - - - - - I Volume Module: Base Vol: 0 0 3 50 0 28 68 1471 2 0 2240 36 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 3 50 0 28 71 1545 2 0 2352 38 Added Vol: 0 0 0 0 0 0 0 24 0 0 28 0 PasserByVol: 0 0 0 0 0 0 0 143 0 0 157 0 Initial Fut: 0 0 3 50 0 28 71 1712 2 0 2537 38 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: 0 0 3 50 0 28 71 1712 2 0 2537 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 3 50 0 28 71 1712 2 0 2537 38 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: 0 0 3 50 0 28 71 1712 2 0 2537 38 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 1.00 0.64 0.00 0.36 1.00 1.99 0.01 0.00 2.96 0.04 Final Sat.: 0 0 1600 1026 0 574 1600 3196 4 0 4730 70 - - - -- I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.05 0.04 0.54 0.54 0.00 0.54 0.54 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:04 Page 7 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) **********+****+*+*+*++++++++++++++++++++++++++++ + + * * * + * + * * + * * + + * * * * * * * * * + + + + + ++ Intersection #4 Irvine Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 100 Critical Vol. /Cap. W : 0.539 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ --------------- II--------------- II-------------- -II---------- - - - - - I Volume Module: Base Vol: 40 760 12 132 738 18 64 155 28 12 101 240 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 619 13 139 775 19 64 155 28 12 101 240 Added Vol: 0 2 0 3 3 0 0 0 0 0 0 2 PasserByVOl: 1 1 0 2 1 0 0 0 0 0 1 2 Initial Put: 43 822 13 144 779 19 64 155 28 12 102 244 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: 43 822 13 144 779 19 64 155 28 12 102 244 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 43 822 13 144 779 19 64 155 28 12 102 244 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: 43 822 13 144 779 19 64 155 28 12 102 244 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.85 0.15 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1355 245 1600 1600 1600 ------------ I --------------- II --------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.26 0.01 0.09 0.24 0.01 0.04 0.11 0.11 0.01 0.06 0.15 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:41:38 Page 7 -1 -------------------------------------------------------------------------------- Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection #4 Irvine .Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.635 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- 11 --------------- II --------------- I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ I --------------- II--------------- II--------------- 11--------------- 1 Volume Module: Base Vol: 97 658 41 159 1185 69 48 109 63 30 182 234 Growth Ad5: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 102 691 43 167 1244 72 48 109 63 30 182 234 Added Vol: 0 4 0 3 3 0 0 0 0 0 0 4 PasserByVOl: 1 1 0 3 2 0 0 0 0 0 1 2 Initial Fut: 103 696 43 173 1249 72 48 109 63 30 183 240 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: 103 696 43 173 1249 72 48 109 63 30 183 240 Reduce Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 103 696 43 173 1249 72 48 109 63 30 183 240 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: 103 696 43 173 1249 72 48 109 63 30 183 240 ------------ --------------- II--------------- II-------- ------- II--- ------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.63 0.37 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1014 586 1600 1600 1600 ------------ I --------------- II--------------- II---- ----------- il---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.22 0.03 0.11 0.39 0.05 0.03 0.11 0.11 0.02 0.11 0.15 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:04 ,Page 8 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU l(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection #5 Irvine Avenue (NS) at 17th Street /Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.468 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ---_-------- I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------ I --------------- II--------------- II-- ------------- II---------- - - - - - I Volume Module: Base Vol: 274 506 37 178 438 132 230 478 180 39 389 62 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 288 531 39 187 460 139 230 478 180 39 389 62 Added Vol: 0 0 0 3 0 0 0 7 0 0 5 2 PasserByVOl: 1 1 0 1 0 3 1 4 1 0 6 0 Initial Fut: 289 532 39 191 460 142 231 489 181 39 400 64 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: 289 532 39 191 460 142 231 489 181 39 400 64 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 289 532 39 191 460 142 231 489 181 39 400 64 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: 289 532 39 191 460 142 231 489 181 39 400 64 ------------ I--------------- II--------------- II--------------- II---------- - - -- - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.46 0.54 1.00 1.72 0.28 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2336 864 1600 2759 441 ------------ I --------------- II--------------- II---------- ----- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.17 0.02 0.06 0.14 0.09 0.07 0.21 0.21 0.02 0.14 0.15 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:41:38 Page 8 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Hour --------------------------------------------------------- -------------- --- - - - - -- Level Of Service Computation Report ICU.1(LOSS as Cycle Length %) Method (Future volume Alternative) Intersection #5 Irvine Avenue (NS) at 17th Street /Westcliff Drive (EW) +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Cycle (sec): 100 Critical Vol. /Cap.(X): 0.736 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II --------------- II--------------- II ---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------ I--------------- II--------------- II--------------- II---------- - - - - - Volume Module: Base Vol: 312 459 46 170 584 523 248 472 218 81 554 87 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial B3e: 328 482 48 179 613 549 248 472 218 81 554 87 Added Vol: 0 0 0 3 0 0 0 7 0 0 9 4 PasserByVOl: 0 0 0 2 0 4 7 19 0 0 10 1 Initial Put: 328 482 48 184 613 553 255 498 218 81 573 92 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: 328 482 48 184 613 553 255 498 218 81 573 92 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 328 482 48 184 613 553 255 498 218 81 573 92 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: 328 482 48 184 613 553 255 498 218 81 573 92 ------------ --------------- II--------------- II------- -------- II---------- - - - -- I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.39 0.61 1.00 1.72 0.28 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2226 974 1600 2757 443 ------------ I --------------- II--------------- II--------------- II---------- - -- - - I Capacity Analysis Module: Vol /Sat: 0.10 0.15 0.03 0.06 0.19 0.35 0.08 0.22 0.22 0.05 0.21 0.21 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to RUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:04 Page 9 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Hour _--- __ - -__ ----------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #6 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.437 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II --------------- II--------------- II--------------- I Control: Protected Permitted Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------ --------------- II--------------- II--------------- II-- --- --- - - - - - - I Volume Module: Base Vol: 362 411 0 0 472 ill 67 0 509 0 0 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: 362 411 0 0 472 111 67 0 509 0 0 0 Added Vol: 6 4 0 0 7 0 0 0 11 0 0 0 PasserByVol: 1 4 0 0 2 0 0 0 2 0 0 0 Initial Put: 369 419 0 0 491 111 67 0 522 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 369 419 0 0 481 111 67 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 369 419 0 0 481 111 67 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVOlume: 369 419 0 0 481 111 67 0 0 0 0 0 ------ ----- -I -- -- ---- II--------------- II--------------- II-- -------- - -- - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------ I --------------- --------------- --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.12 0.13 0.00 0.00 0.30 0.07 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:41:38 Page 9 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #6 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.453 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II------------- -- II---------- - - - - - I Control: Protected Permitted Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------ I --------------- II--------------- II------------ --- II---- ------ - - - - - I Volume Module: Base Vol: 550 543 0 0 369 103 121 0 503 0 0 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: 550 543 0 0 369 103 121 0 503 0 0 0 Added Vol: 13 9 0 0 7 0 0 0 11 0 0 0 PasserByvol: 3 5 0 0 5 0 0 0 8 0 0 0 Initial Fut: 566 557 0 0 381 103 121 0 522 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 566 557 0 0 381 103 121 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 566 557 0 0 381 103 121 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 566 557 0 0 381 103 121 0 0 0 0 0 ------------ I --------------- II--------------- II - - - - -- - - - - -- I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------ I--------------- II--------------- II--------- ------ 11------- --- - ----I capacity Analysis Module: Vol /Sat: 0.18 0.17 0.00 0.00 0.24 0.06 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:04 Page 10 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Intersection #7 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.507 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II --------------- II ---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 - 0 0 1 1 0 1 0 1 ------------ I--------------- II------------- -- II------------- -II - -- I Volume Module: Base Vol: 87 718 43 40 907 50 29 21 209 44 10 59 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: 87 718 43 40 907 SO 29 21 209 44 10 59 Added Vol: 2 10 0 0 17 0 0 0 3 0 0 0 PasserByVol: 1 2 1 1 2 0 0 0 2 1 2 4 Initial Fut: 90 730 44 41 926 50 29 21 214 45 12 63 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: 90 730 44 41 926 50 29 21 214 45 12 63 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 90 730 44 41 926 50 29 21 214 45 12 63 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: 90 730 44 41 926 50 29 21 214 45 12 63 ------------ I --------------- II--------------- II------------- -- II-------- -- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.58 0.42 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 928 672 1600 1600 1600 1600 ------------ I --------------- II--------------- II- ---------- ---- II - - - --- I Capacity Analysis Module: Vol /Sat: 0.06 0.23 0.03 0.03 0.29 0.03 0.02 0.03 0.13 0.03 0.01 0.04 Crit Moves Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:41:38 Page 10 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Hour --- --------------------------- ---- - -- - --- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) *******#**********}}}******}*}*}*}**}*}*}*}***}}} } * * * } * * * * } * * * * * } * } } * } * * * * * } * * ** Intersection #7 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.512 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A ***************}**}****}**}*}******************** * * * * * * * * * * * * * * * } * * * } * } * * * * * * * }* Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------- - - - - -I -------- II--------------- II --------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 136 1017 45 79 816 23 34 23 153 52 14 50 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: 136 1017 45 79 816 23 34 23 153 52 14 50 Added Vol: 4 22 0 0 17 0 0 0 3 0 0 0 PasserByVol: 1 14 2 4 10 0 0 1 2 0 1 4 Initial Fut: 141 1053 47 83 843 23 34 24 158 52 15 54 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: 141 1053 47 83 843 23 34 24 158 52 15 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 141 1053 47 83 843 23 34 24 158 52 15 54 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: 141 1053 47 83 843 23 34 24 158 52 15 54 ---- --------------- II------------ -- -II-- -- -- ------- - -II -- -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.59 0.41 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 938 662 1600 1600 1600 1600 ------------ I --------------- II--------------- II --------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.33 0.03 0.05 0.26 0.01 0.02 0.04 0.10 0.03 0.01 0.03 Crit Moves: # * ** * * ** * * ** * * *# Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:04 Page 11 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ++++++++++++++++++++++++ a+ aaaaa+++++++ a++++ a+++++ a + +a + * + + + *aaa *+ * * ** + + +aa + + + + + ++ Intersection #8 Dover Drive (NS) at West Coast Highway (EW) ++++++++ aaaa+ a+ a+++++ a+++ a++ a+++ aaa+ aaaaaa+++ a+ as + * +* + + + + +a+a + + + + + + + + + + + + + + + + + ++ Cycle (sec): 100 Critical Vol. /Cap.(X): 0.669 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B *++++++++++++ aaaa++ a++++++++++ aa+ aa+++++++ aaaa+++ + + + +a + + + + + + + + + + + + + + + + + + + + + + + + ++ Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- --------------- --------------- --------------- Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------- - - - - -I ------- II--------------- II----- ---------- II---------- - --- - I Volume Module: Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 24 45 42 904 44 182 151 1916 22 18 1265 718 Added Vol: 0 0 0 24 0 0 0 21 0 0 16 14 PasserByVol: 0 0 0 19 0 9 9 120 0 0 86 9 Initial Put: 24 45 42 947 44 191 160 2057 22 18 1367 741 User Ad4: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 45 42 947 44 191 160 2057 22 18 1367 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 947 44 191 160 2057 22 16 1367 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 24 45 42 947 44 191 160 2057 22 18 1367 0 ------------ I --------------- II--------------- II----- ------- --- II---------- - -- - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1600 1655 1545 4800 1600 1600 3200 4749 51 1600 4800 1600 ------------ I --------------- II--------------- II--------------- II- --------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.03 0.03 0.20 0.03 0.12 0.05 0.43 0.43 0.01 0.28 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14 :41:38 Page 11 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method. (Future Volume Alternative) Intersection #8 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.748 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------- - - - - -I ---- II --------------- II-------------- - II ---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ --------------- II--------------- II--------------- II---------- - - - -- I Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2054 1170 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 16 32 50 840 49 136 125 1551 23 50 2157 1229 Added Vol: 0 0 0 24 0 0 0 24 0 0 28 31 PasserByvol: 0 0 0 13 0 16 27 123 0 0 150 26 Initial Fut: 16 32 50 877 49 152 152 1698 23 50 2335 1286 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 32 50 877 49 152 152 1698 23 50 2335 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 877 49 152 152 1698 23 50 2335 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 32 50 877 49 152 152 1698 23 50 2335 0 ------------ ---------------II---------------II---------------II-- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 4800 1600 1600 3200 4736 64 1600 4800 1600 ------------ I --------------- II--------------- II------------ --- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.03 0.18 0.03 0.10 0.05 0.36 0.36 0.03 0.49 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:04 Page 12 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.723 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R -_---------- I --------------- II--------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II------- -------- II---------- - - - - - I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 383 13 25 - 30 5 36 32 2542 315 39 1550 16 Added Vol: 0 7- 0 22 4 29 46 0 0 0 0 19 PasserByVOl: 1 0 1 44 0 18 35 95 0 0 64 0 Initial Fut: 384 20 26 96 9 83 113 2637 315 39 1614 35 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: 384 20 26 96 9 83 113 2637 315 39 1614 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 384 20 26 96 9 83 113 2637 315 39 1614 35 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: 384 20 26 96 9 83 113 2637 315 39 1614 35 ------------ I -------------- II--------------- II----------- ---- II- -- ------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.68 0.14 0.18 1.00 0.10 0.90 1.00 3.00 1.00 1.00 3.92 0.08 Final Sat.: 4287 223 290 1600 157 1443 1600 4800 1600 1600 6265 135 ------------ I--------------- II--------------- II--------------- II--- ------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.06 0.06 0.06 0.07 0.55 0.20 0.02 0.26 0.26 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:41:38 Page 12 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length 3) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.775 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- II--------------- II---------- ----- II---------- - - - - - I Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 410 8 29 23 16 38 53 1990 497 60 3006 24 Added Vol: 0 7 0 27 9 59 48 0 0 0 0 28 PasserByVol: 3 0 0 77 0 34 35 74 2 0 117 10 Initial Put: 413 15 29 127 25 131 136 2064 499 60 3123 62 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: 413 15 29 127 25 131 136 2064 499 60 3123 62 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 413 15 29 127 25 131 136 2064 499 60 3123 62 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: 413 15 29 127 25 131 136 2064 499 60 3123 62 ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.71 0.10 0.19 1.00 0.16 0.84 1.00 3.00 1.00 1.00 3.92 0.08 Final Sat.: 4338 158 305 1600 256 1344 1600 4800 1600 1600 6275 125 ------------ I--------------- II--------------- II--------------- 11--- ------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.10 0.10 0.10 0.08 0.10 0.10 0.08 0.43 0.31 0.04 0.50 0.50 Crit Moves: * * ## * + ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to {UNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:04 Page 13 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length `;) Method (Future Volume Alternative) Intersection #10 Jamboree Road (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.655 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II --------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 26 1110 140 744 1604 78 299 38 58 123 8 17 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 27 1166 147 781 1684 82 299 38 58 123 8 17 Added Vol: '0 10 3 0 8 0 0 0 0 4 0 0 PasserByVol: 0 75 4 45 141 0 0 0 0 10 0 41 Initial Fut: 27 1251 154 826 1833 82 299 38 58 137 8 58 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 27 1251 0 826 1833 0 299 38 58 137 8 58 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 27 1251 0 826 1833 0 299 38 58 137 8 58 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 27 1251 0 826 1833 0 299 38 58 137 8 58 ------------ --------------- II--------------- II---------- ----- II---- ------ - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 16600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 3200 1600 1600 3200 1600 1600 ------------ I --------------- II--------------- II---- ------ -- ---II- -- ----- -- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.26 0.00 0.26 0.38 0.00 0.09 0.02 0.04 0.04 0.01 0.04 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:41:38 Page 13 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection #10 Jamboree Road (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.942 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: E **+*+*******+}****}****}}+**#*+*+**}*}+*********+ * * * + # + * * * * * * * * * * + + + * # * * } * * * * * *# Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - i Control: Protected Protected Split Phase Split Phase Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------ ---- - - -II- ------ II---- ----------- II- --------- -- - - -I Volume Module: Base Vol: 55 1289 131 514 1525 164 89 36 13 178 46 572 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 58 1353 138 540 1601 172 89 36 13 178 46 572 Added Vol: 0 12 5 0 13 0 0 0 0 4 0 0 PasserByVOl: 1 101 8 46 116 0 1 4 0 8 0 108 Initial Put: 59 1466 151 586 1730 172 90 40 13 190 46 680 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 59 1466 0 586 1730 0 90 40 13 190 46 680 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 59 1466 0 586 1730 0 90 40 13 190 46 680 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 59 1466 0 586 1730 0 90 40 13 190 46 680 ------------ --------------- II--------------- II------ --- ------ II--- ------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 3200 1600 1600 3200 1600 1600 ------------ I --------------- II--------------- II---- ----------- II---------- -- - - - i Capacity Analysis Module: Vol /Sat: 0.04 0.31 0.00 0.18 0.36 0.00 0.03 0.03 0.01 0.06 0.03 0.43 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:04 Page 14 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #11 Jamboree Road (NS) at Santa Barbara Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.534 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 1 0 1 1 1 0 0 1 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 10 1115 289 543 1067 29 33 5 16 39 6 99 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 11 1171 303 570 1120 30 33 5 16 39 6 99 Added Vol: 0 13 0 0 12 0 0 0 0 0 0 0 PasserByVol: 0 54 3 5 108 1 6 0 0 21 0 16 Initial Fut: 11 1238 306 575 1240 31 39 5 16 60 6 115 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: 11 1238 306 575 1240 31 39 5 16 60 6 115 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 11 1238 306 575 1240 31 39 5 16 60 6 115 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: 11 1238 306 575 1240 31 39 5 16 60 6 115 ------------ --------------- II--------------- II---- ----------- II--------- - - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 1.00 1.00 1.82 0.18 1.00 Final Sat.: 1600 4600 1600 3200 4800 1600 1600 1600 1600 2909 291 1600 ------------ I --------------- II--------------- II-------- ------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.26 0.19 0.18 0.26 0.02 0.02 0.00 0.01 0.02 0.02 0.07 Crit Moves: * * ** * * +* * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:41:38 Page 14 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length €) Method (Future Volume Alternative) Intersection #11 Jamboree Road (NS) at Santa Barbara Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.658 LOSS Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II--------------- 11 - - - --- -I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 1 0 1 1 1 0 0 1 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 17 1176 128 157 1297 74 45 17 16 243 5 458 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00. 1.00 1.00 1.00 Initial Bse: 18 1235 134 165 1362 78 45 17 16 243 5 458 Added Vol: 0 16 0 0 17 0 0 0 0 0 0 0 PasserByVol: 0 96 11 15 77 6 2 1 0 10 1 9 Initial Put: 18 1347 145 180 1456 84 47 18 16 253 6 467 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: 18 1347 145 180 1456 84 47 18 16 253 6 467 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 18 1347 145 180 1456 84 47 18 16 253 6 467 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: 18 1347 145 180 1456 64 47 18 16 253 6 467 ------------ I --------------- II--------------- II - - -- II - - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 1.00 1.00 1.95 0.05 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 1600 1600 1600 3126 74 1600 ------------ I --------------- II--------------- II--------------- II-- -------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.28 0.09 0.06 0.30 0.05 0.03 0.01 0.01 0.08 0.08 0.29 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:04 Page 15 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Hour -------------------------------------------------------------------------------- Leve1 Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #12 Jamboree Road (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.610 Loss Time (sec): 0 (Y+R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II --------------- II--------------- I Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------ --------------- II--------------- 11 --------------- II----- --- -- - - - - - Volume Module: Base Vol: 17 340 88 192 291 594 788 1557 19 76 921 102 Growth Adj: 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 17 340 88 202 306 624 827 1635 20 80 967 107 Added Vol: 0 0 0 0 0 12 13 9 0 0 8 0 PasserByVOl: 0 1 1 6 1 116 52 84 1 1 49 1 Initial Put: 17 341 89 208 307 752 892 1728 21 81 1024 108 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 17 341 89 208 307 0 892 1728 21 81 1024 108 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 17 341 89 208 307 0 892 1728 21 81 1024 108 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 17 341 89 208 307 0 892 1728 21 81 1024 108 --- I --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.59 0.41 1.00 2.00 1.00 3.00 3.95 0.05 2.00 4.00 1.00 Final Sat.: 1600 2538 662 1600 3200 1600 4800 6323 77 3200 6400 1600 ------------ I --------------- II--------------- II---------- ----- II---------- - - -- - I Capacity Analysis Module: Vol /Sat: 0.01.0.13 0.13 0.13 0.10 0.00 0.19 0.27 0.27 0.03 0.16 0.07 Crit Moves: * * ** + * +* + * *+ t + *+ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:41:38 Page 15 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #12 Jamboree Road (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.725 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ------------ - - -II- ----- II--------------- II---------- - - - - -I Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 - ----------- --- ----- ----- - -II -- -- it - - -- -- -II- -- - - -I Volume Module: Base Vol: 41 290 79 179 417 856 723 1589 60 - 132 1729 205 Growth Adj: 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 41 290 79 188 438 899 759 1668 63 139 1815 215 Added Vol: 0 0 0 0 0 17 16 11 0 0 12 0 PasserByVol: 1 1 4 8 3 78 94 62 0 5 120 10 Initial Fut: 42 291 83 196 441 994 869 1741 63 144 1947 225 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 42 291 83 196 441 0 669 1741 63 144 1947 225 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 291 83 196 441 0 869 1741 63 144 1947 225 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 42 291 83 196 441 0 869 1741 63 144 1947 225 ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.56 0.44 1.00 2.00 1.00 3.00 3.86 0.14 2.00 4.00 1.00 Final Sat.: 1600 2490 710 1600 3200 1600 4800 6177 223 3200 6400 1600 ------------ I --------------- II--------------- II --------- ------ II ------ ---- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.12 0.12 0.12 0.14 0.00 0.18 0.28 0.28 0.04 0.30 0.14 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:04 Page 16 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #13 Santa Cruz Drive (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.322 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- il--------------- II --------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Include Include Mir.. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 0 1 0 1 0 1 1 0 1 0 2 1 0 1 0 2 1 0 ------------ I--------------- II--------------- 11--------------- II--------- - - - - - -I Volume Module: Base Vol: 48 4 13 10 7 64 49 512 292 115 265 7 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: 48 4 13 10 7 64 49 512 292 115 265 7 Added Vol: 0 0 0 0 0 0 0 3 0 0 4 0 PasserByVol: 29 0 2 0 1 0 0 75 4 2 10 0 Initial Put: 77 4 15 10 8 64 49 590 296 117 279 7 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: 77 4 15 10 6 64 49 590 296 117 279 7 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 77 4 15 10 8 64 49 590 296 117 279 7 LICE 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 PinalVolume: 77 4 15 10 8 64 49 590 296 117 279 7 ------------ I--------------- II--------------- II------------- -- 1l---------- - -- --I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 0.21 0.79 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.93 0.07 Final Sat.: 3200 337 1263 1600 1600 1600 1600 3200 1600 1600 4683 117 ------------ I --------------- II--------------- II--------------- II -------- -- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.01 0.01 0.01 0.01 0.04 0.03 0.18 0.19 0.07 0.06 0.06 Crit Moves: # * ** * * ** * # ** * * ** *******#*******##*#****#***#*##****************** * * * # * * * * # * * + # * # * * # * * * * # * * * * * * #* Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:41:39 Page 16 -1 -------------------------------------------------------------------------------- Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection #13 Santa Cruz Drive (NS) at San :,oaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.355 Loss Time (sec): 0 (Y-R=0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 0 1 0 1 0 1 1 0 1 0 2 1 0 1 0 2 1 0 --------- - - - I -- ----- II--------------- II--------------- II---------- - - - - -I Volume Module: Base Vol: 506 14 135 9 5 24 72 486 178 45 444 20 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: 506 14 135 9 5 24 72 486 178 45 444 20 Added Vol: 0 0 0 0 0 0 0 5 0 0 4 0 PasserByvol: 11 0 1 1 0 0 0 29 18 2 73 0 Initial Fut: 517 14 136 10 5 24 72 520 196 47 521 20 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: 517 14 136 10 5 24 72 520 196 47 521 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 517 14 136 10 5 24 72 520 196 47 521 20 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: 517 14 136 10 5 24 72 520 196 47 521 20 ------------ --------------- II--------------- II-- ----- ---- --- -II----- --- -- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 0.09 0.91 1.00 1.00 1.00 1.00 2.18 0.82 1.00 2.89 0.11 Final Sat.: 3200 149 1451 1600 1600 1600 1600 3486 1314 1600 4623 177 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.16 0.09 0.09 0.01 0.00 0.02 0.05 0.15 0.15 0.03 0.11 0.11 Grit Moves: * * ** * + ** * * #* * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:04 Page 17 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Your Level Of Service Computation Report ICU 1(Loss as Cycle Length €) Method (Future Volume Alternative) Intersection #14 Santa Rosa Drive (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.379 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Ovl Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 1 0 2 0 2 1 0 ------------ --------------- II--------------- II--------------- II----- ----- - - - - - I Volume Module: Base Vol: 32 16 75 81 12 39 27 265 207 447 457 101 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: 32 16 75 81 12 39 27 265 207 447 457 101 Added Vol: 0 0 0 0 0 0 0 3 0 0 4 0 PasserByVol: 19 0 27 0 0 0 1 6 77 5 5 0 Initial Put: 51 16 102 81 12 39 28 274 284 452 466 101 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: 51 16 102 81 12 39 28 274 284 452 466 101 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 51 16 102 81 12 39 28 274 284 452 466 101 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: 51 16 102 81 12 39 28 274 284 452 466 101 OvlAdjvol: 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 2.00 2.47 0.53 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 3200 3945 B55 ------------ I --------------- II--------------- II--------------- II------ ---- - - - -- I Capacity Analysis Module: Vol /Sat: 0.03 0.01 0.06 0.05 0.01 0.02 0.02 0.09 0.18 0.14 0.12 0.12 OvlAdj V /S: 0.00 Crit Moves: * * ** # * *+ * * *# * # +# * t* tt*##*##***+*##*+***** t# tt* t*##### t# t# ttt# ttttk * * *+ + # # # + *t# # * # # # ** * * * + # * # #t *t Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:41:39 Page 17 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report TCU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #14 Santa Rosa Drive (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.501 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Ovl Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 1 0 2 0 2 1 0 ------------ I--------------- II--------------- II--------------- II------- --- - --- - I Volume Module: Base Vol: 221 25 443 73 11 59 67 550 133 314 280 79 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: 221 25 443 73 11 59 67 550 133 374 280 79 Added Vol: 0 0 0 0 0 0 0 5 0 0 4 0 PasserByvol: 78 0 30 0 0 0 0 9 30 27 7 0 Initial Fut: 299 25 473 73 11 59 67 564 163 401 291 79 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: 299 25 473 73 11 59 67 564 163 401 291 79 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 299 25 473 73 11 59 67 564 163 401 291 79 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: 299 25 473 73 11 59 67 564 163 401 291 79 Ov1AdjVO1: 273 ------------ --------------- II--------------- II--------------- II--- ------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.33 0.67 2.00 2.36 0.64 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3724 1076 3200 3775 1025 --------- --- I ----- ---------- II - - - - -- --II---------------II------- Capacity Analysis Module: Vol /Sat: 0.19 0.02 0.30 0.05 0.01 0.04 0.04 0.15 0.15 0.13 0.08 0.08 OvlAdjV /S: 0.17 Crit Moves: * * #* * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:04 Page 18 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) - Intersection #15 Newport Center Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.397 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 -0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------ I --------------- II-------------- -II --------------- --------------- volume Module: Base Vol: 0 0 0 19 0 69 315 1718 0 0 1051 170 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 19 0 69 331 1804 0 0 1104 179 Added Vol: 0 0 0 0 0 0 1 8 0 0 8 0 PasserByVO1: 0 0 0 5 0 20 15 59 0 0 20 2 Initial Fut: 0 0 0 24 0 89 347 1871 0 0 1132 181 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 24 0 0 347 1871 0 0 1132 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 24 0 0 347 1871 0 0 1132 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 24 0 0 347 1871 0 0 1132 0 ------------ I --------------- II--------------- II --------------- --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------ I --------------- II--------------- II----------- ---- II------- --- - - - -- I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.01 0.00 0.00 0.11 0.39 0.00 0.00 0.24 0.00 Crit Moves: * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:41:39 Page 18 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #15 Newport Center Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.490 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II - - - - -- II--------------- II---------- - - - - -I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Mir.. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 164 0 635 314 1268 0 0 1416 128 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 164 0 635 330 1331 0 0 1487 134 Added Vol: 0 0 0 0 0 1 0 11 0 0 11 0 PasserByvol: 0 0 0 6 0 44 21 36 _ 0 0 74 10 Initial Put: 0 0 0 170 0 680 351 1380 0 0 1572 144 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 170 0 0 351 1380 0 0 1572 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 170 0 0 351 1380 0 0 1572 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 170 0 0 351 1380 0 0 1572 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 '1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4600 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.05 0.00 0.00 0.11 0.29 0.00 0.00 0.33 0.00 Crit Moves: * + ** * * ** t * ** Traffix 7.9.0215 (c) 2008 Dowling ASSOC. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:04 Page 19 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Hour _ ______ _____ ___________ __ __ _________ __ Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #16 Avocado Avenue (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.498 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II --------------- II--------------- II--------------- I Control: Split Phase Split Phase Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 1 0 0 1 1 0 3 0 1 1 0 3 0 1 --------------------------- II--------------- II--------------- 11---------- - - - - -I Volume Module: Base Vol: 98 128 135 57 69 50 140 1071 49 93 1101 165 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 98 128 135 57 69 50 147 1125 51 98 1156 173 Added Vol: 0 0 0 0 0 0 0 8 0 0 8 0 PasserByVOl: 0 0 0 5 0 10 54 10 0 0 12 30 Initial Fut: 98 128 135 62 69 60 201 1143 51 98 1176 203 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 98 128 135 62 69 0 201 1143 51 98 1176 203 Reduct Vol: 0 0 0 0 0 0 - 0 0 0 0 0 0 Reduced Vol: 98 128 135 62 69 0 201 1143 51 98 1176 203 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 98 128 135 62 69 0 201 1143 51 98 1176 203 ------------ I --------------- II--------------- II-- ------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 4800 1600 1600 4800 1600 ------------ I--------------- II--------------- II------ --------- 11---- ------ - - ---I Capacity Analysis Module: Vol /Sat: 0.06 0.08 0.08 0.04 0.04 0.00 0.13 0.24 0.03 0.06 0.25 0.13 Crit Moves: * * ** * * ** * * ** * * #* Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:41:39 Page 19 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #16 Avocado Avenue (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.526 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ---- --------------- II--------------- II_-------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 1 0 0 1 1 0 3 0 1 1 0 3 0 1 ------------ --------------- --------------- --------------- --------------- Volume Module: Base Vol: 112 73 110 253 109 139 89 1199 71 100 1055 104 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 112 73 110 253 109 139 93 1259 75 105 1108 109 Added Vol: 0 0 0 0 0 0 0 11 0 0 11 0 PasserByVol: 0 0 0 33 0 69 30 12 1 0 12 13 Initial Fut: 112 73 110 286 109 208 123 1282 76 105 1131 122 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 112 73 110 286 109 0 123 1282 76 105 1131 122 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 112 73 110 286 109 0 123 1282 76 105 1131 122 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 112 73 110 286 109 0 123 1282 76 105 1131 122 ---- -------------- -II- -- - II--------------- II---------- - -- - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.45 0.55 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 2317 883 1600 1600 4800 1600 1600 4800 1600 ------------ I --------------- II--------------- II--------------- II--- --- ---- - - -- - I Capacity Analysis Module: Vol /Sat: 0.07 0.05 0.07 0.12 0.12 0.00 0.08 0.27 0.05 0.07 0.24 0.08 Crit Moves: * * #* + + #* * # +* * * *# Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:04 Page 20 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection #17 MacArthur Boulevard (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.670 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II ---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 2 1 0 1 0 2 0 1 ------------ I --------------- II--------------- II--------------- II- --------- - - - - - I Volume Module: Base Vol: 121 1226 22 792 1718 851 76 347 46 51 360 651 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 127 1287 23 832 1804 894 76 347 46 51 360 651 Added Vol: 0 4 0 0 4 0 0 3 0 0 4 0 PasserByVol: 2 10 1 1 53 67 37 3 0 6 3 0 Initial Fut: 129 1301 24 833 1861 961 113 353 46 57 367 651 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 129 1301 '24 833 1861 0 113 353 46 57 367 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 129 1301 24 833 1861 0 113 353 46 57 367 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolune: 129 1301 24 833 1861 0 113 353 46 57 367 0 ------------ I--------------- II--------------- II---------- ----- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 2.65 0.35 1.00 2.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 4247 553 1600 3200 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.04 0.27 0.02 0.26 0.39 0.00 0.02 0.08 0.08 0.04 0.11 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:41:39 Page 20 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #17 MacArthur Boulevard (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.783 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 2 1 0 1 0 2 0 1 ------------ I --------------- II--------------- II------------ - - -II- -- - - - - -I Volume Module: Base Vol: 35 1391 13 666 1547 366 647 313 117 31 292 399 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 37 1461 14 699 1624 384 647 313 117 31 292 399 Added Vol: 0 5 0 0 5 0 0 5 0 0 4 0 PasserByvol: 2 57 6 1 35 38 92 3 0 3 3 0 Initial Fut: 39 1523 20 700 1664 422 739 321 117 34 299 399 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 39 1523 20 700 1664 0 739 321 117 34 299 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 39 1523 20 700 1664 0 739 321 117 34 299 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 39 1523 20 700 1664 0 739 321 117 34 299 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 2.20 0.80 1.00 2.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 3518 1282 1600 3200 1600 ------------ I --------------- II--------------- II--------------- II---------- -- - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.32 0.01 0.22 0.35 0.00 0.15 0.09 0.09 0.02 0.09 0.00 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:04 Page 21 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #18 MacArthur Boulevard (NS) at San Miguel Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.582 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--_------------ II --------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Ov1 Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 1 1 0 2 0 1 1 0 ------------ I--------------- II--------------- II------- -------- II---------- - - - -- I Volume Module: Base Vol: 123 1123 147 3 609 637 192 79 38 190 261 6 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 129 1179 154 3 849 669 192 79 38 190 261 6 Added Vol: 0 4 0 0 4 0 0 0 0 0 0 0 PasserByVol: 2 2 0 1 1 57 8 4 9 0 13 0 Initial Fut: 131 1185 154 4 854 726 200 83 47 190 274 6 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: 131 1185 154 4 854 726 200 83 47 190 274 6 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 131 1185 154 4 854 726 200 83 47 190 274 6 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: 131 1185 154 4 854 726 200 83 47 190 274 6 Ov1AdjVO1: 659 --- I --------------- II--------------- II-- ------------- II---------- - - - - - I Saturation Flow Module: - Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 1.28 0.72 2.00 1.96 0.04 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 2043 1157 3200 3131 69 ------------ I --------------- II--------------- II--------------- II- -- ------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.04 0.25 0.10 0.00 0.18 0.45 0.04 0.04 0.04 0.06 0.09 0.09 OvlAdjV /S: 0.41 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:41:39 Page 21 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #18 MacArthur Boulevard (NS) at San Miguel Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.501 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II --------------- II ---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include OVA Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 1 1 0 2 0 1 1 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 91 771 212 11 1107 451 668 331 126 225 173 35 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 96 810 223 12 1162 474 668 331 126 225 173 35 Added Vol: 0 5 0 0 5 0 0 0 0 0 0 0 PasserByVO1: 6 2 0 1 1 32 63 25 12 0 22 0 Initial Put: 102 817 223 13 1168 506 731 356 138 225 195 35 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: 102 817 223 13 1168 506 731 356 138 225 195 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 102 817 223 13 1168 506 731 356 138 225 195 35 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: 102 817 223 13 1168 506 731 356 138 225 195 35 Ov1AdjVO1: 259 ------------ I--------------- II--------------- II------------- --II------- --- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 1.44 0.56 2.00 1.70 0.30 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 2306 894 3200 2713 487 ------------ I --------------- --------------- --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.03 0.17 0.14 0.00 0.24 0.32 0.15 0.15 0.15 0.07 0.07 0.07 Ov1AdjV /S: 0.16 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:04 Page 22 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Morning Peak Hour Level Of Service Computation. Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #19 MacArthur Boulevard (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.712 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ---- I --------------- II_-_------------ II--------------- II---------- - - - - - I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------ I ------- -------- II----------- - - - -II ------- II---------- - - - - -I Volume Module: Base Vol: 0 0 0 793 0 247 575 1000 0 0 1144 862 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 833 0 259 604 1050 0 0 1201 905 Added Vol: 0 0 0 0 0 4 4 5 0 0 4 0 PasserByVol: 0 0 0 9 0 0 1 14 0 0 39 2 Initial Fut: 0 0 0 842 0 263 609 1069 0 0 1244 907 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 842 0 0 609 1069 0 0 1244 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 842 0 0 609 1069 0 0 1244 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 0 0 0 842 0 0 609 1069 0 0 1244 0 ------------ --------------- II--------------- II--- --------- --- II---------- - - -- - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------ I --------------- II--------------- II--------------- II------ ---- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.26 0.00 0.00 0.19 0.22 0.00 0.00 0.26 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 15:03:92 Page 22 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Project Evening Peak Hour Level Of Service Computation Report ICU 1.(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 419 MacArthur Boulevard (NS) at East Coast Highway (EW) +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Cycle (sec): 100 Critical Vol. /Cap.(X): 0.677 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II --------------- II --------------- II--------------- I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------ --------------- II--------------- II--------------- II - - -- -- -I Volume Module: Base Vol: 0 0 0 981 0 323 298 1277 0 0 1136 789 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 1030 0 339 313 1391 0 0 1193 828 Added Vol: 0 0 0 0 0 5 5 6 0 0 6 0 PasserByVOl: 0 0 0 3 0 0 1 91 0 0 21 5 Initial Put: 0 0 0 1033 0 399 319 1388 0 0 1220 833 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 1033 0 0 319 1388 0 0 1220 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 1033 0 0 319 1388 0 0 1220 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 0 0 0 1033 0 0 319 1388 0 0 1220 0 ------------ --------------- II--------------- II------------- - -II -- - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 9800 0 0 9800 1600 ------------ I --------------- II --------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.32 0.00 0.00 0.10 0.29 0.00 0.00 0.25 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Default Scenario Fri Sep 21, 2012 11:01:57 Page 4 -1 Back Bay Landing Existing + Growth (Year 2011) + Approved Projects + Cumulative Projects Morning Peak Hour ------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Newport Boulevard (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.952 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: E Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II-- ------------- II ------- --- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Ignore Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 419 0 315 0 2069 174 0 874 348 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 440 0 331 0 2172 183 0 918 365 Added Vol: 0 0 0 3 0 0 0 112 0 0 167 6 PasserByVol: 0 0 0 26 0 35 0 31 4 0 46 2 Initial Put: 0 0 0 469 0 366 0 2315 187 0 1131 373 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 469 0 366 0 2315 0 0 1131 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 469 0 366 0 2315 0 0 1131 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVOlume: 0 0 0 469 0 366 0 2315 0 0 1131 0 ------------ --------------- II--------------- il--------- ------ II--------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 0 3200 1600 0 4800 1600 ------------ I --------------- II--------------- II------------- -- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.15 0.00 0.23 0.00 0.72 0.00 0.00 0.24 0.00 Crit Moves: * * ** * * ** * * ** ####*#***#***#****############## x**######**#####* * * * * * * * * * * * * # # # # # # # * # * # * * # # # # ## Traf£ix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 11:02:20 Page 4 -1 Back Bay Landing Existing + Growth (year 2017) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report ICU 1(Lo5s as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Newport Boulevard (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cao.(X): 0.866 Loss Time (sec): 0 (y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II ---------- - - - -- I Control: Protected Protected Permitted Permitted Rights: Include Include Ignore Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 - - -- ------ --------- II-------------- -II - -- II--- ------- - - - - -I Volume Module: Base Vol: 0 0 0 595 0 459 0 1387 148 0 1763 515 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 625 0 482 0 1456 155 0 1851 541 Added Vol: 0 0 0 li 0 6 0 212 0 0 186 11 PasserByVOl: 0 0 0 41 0 19 0 90 7 0 51 11 Initial Fut: 0 0 0 677 0 507 0 1758 162 0 2088 563 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 677 0 507 0 1758 0 0 2088 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 677 0 507 0 1758 0 0 2088 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVOlume: 0 0 0 677 0 507 0 1758 0 0 2088 0 ------------ I --------------- II--------------- II--- ----- ------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 0 3200 1600 0 4800 1600 ------------ I --------------- II------------ --- II-- - - - - -- -- -------- - -- - -I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.21 0.00 0.32 0.00 0.55 0.00 0.00 0.44 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sec 21, 2012 11:01:57 Page 5 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak :our Level Of Service Computation Report ICU 1(Loss as Cycle Lencth %) Met ^od (Future Volume Alternative) Intersection #2 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.760 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II ---------- - - - -- I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ --------------- II--------------- II--------------- II -- -------- - - - - - I Volume Module: Base Vol: 3 3 1 86 3 412 349 1900 12 6 1095 64 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 3 3 1 86 3 412 366 1995 13 8 1150 67 Added Vol: 0 0 0 2 0 14 33 87 0 0 159 0 PasserByVol: 0 0 0 1 0 0 0 128 0 0 94 0 Initial Fut: 3 3 1 89 3 426 399 2210 13 8 1403 67 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: 3 3 1 89 3 426 399 2210 13 8 1403 67 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 3 3 1 89 3 426 399 2210 13 8 1403 67 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: 3 3 1 89 3 426 399 2210 13 8 1403 67 Ov1Adj VOl: 27 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.43 0.43 0.14 0.97 0.03 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 686 686 229 1548 52 1600 1600 3182 18 1600 4800 1600 ------------ I ---------- - - - - - H --------------- 11--------------- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.06 0.06 0.27 0.25 0.69 0.69 0.01 0.29 0.04 Ov1Adj V /S: 0.02 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 11:02:20 Page 5 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Comnutarion Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection #2 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.660 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II ------- -------- II---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ I--------------- II--------------- II--------------- II- --------- - - - - - I Volume Module: Base Vol: 14 3 13 114 3 453 270 1410 17 42 2263 53 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 14 3 13 114 3 453 284 1481 18 44 2376 56 Added Vol: 0 0 0 5 0 44 30 208 0 0 160 4 PasserByVOl: 0 0 0 2 0 0 0 142 0 0 155 1 Initial Put: 14 3 13 121 3 497 314 1831 18 44 2691 61 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: 14 3 13 121 3 497 314 1631 18 44 2691 61 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 14 3 13 121 3 497 314 1831 18 44 2691 61 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: 14 3 13 121 3 497 314 1831 18 44 2691 61 Ov1AdjVO1: 164 ----- I --------------- II--------------- II----------- ---- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.47 0.10 0.43 0.98 0.02 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 747 160 693 1561 39 1600 1600 3169 31 1600 4800 1600 ------------ I --------------- II--------------- II----- ---------- II---- ----- -- - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.02 0.06 0.06 0.31 0.20 0.58 0.58 0.03 0.56 0.04 Ov1Adj V /S: 0.11 Crit Moves: * * ** + * #* * * ** # + #+ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 11:01:57 Page 6 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Cc amputation Report ICU Moss as Cycle Length i) Method (Future Volume Alternative) Intersection #3 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.724 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C ********#**+*+#+*+*#*** t* t** t+ t*+ t*+ t+*********** * * * * # * * + *tt *t * *t * *tt * * * *t *t * * *t Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R -_---------- I--------------- II--------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Mir.. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 1 0 0 11 0 0 1 0 1 1 0 0 0 2 1 0 -- --------------- II--------------- II----------- ---- II---------- - - -- - I Volume Module: Base Vol: 0 0 0 28 0 24 25 1895 0 0 1206 28 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 28 0 24 26 1990 0 0 1266 29 Added Vol: 0 0 0 0 0 0 0 89 0 0 159 0 PasserByvol: 0 0 0 0 0 0 0 133 0 0 94 0 Initial Put: 0 0 0 28 0 24 26 2212 0 0 1519 29 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: 0 0 0 28 0 24 26 2212 0 0 1519 29 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 28 0 24 26 2212 0 0 1519 29 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: 0 0 0 28 0 24 26 2212 0 0 1519 29 I--------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 1.00 0.54 0.00 0.46 1.00 2.00 0.00 0.00 2.94 0.06 Final Sat.: 0 0 1600 862 0 738 1600 3200 0 0 4709 91 ------ --- - - - I - ---- II--------------- II--------------- II--------- - - - - - -I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.02 0.00 0.03 0.02 0.69 0.00 0.00 0.32 0.32 Crit Moves: * * ** * * ** Traftix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 20_2 11:02:20 Page 6 -1 Back Bay Larding Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Evenina Peak Hour Level Of Service Comoutation Report_ ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.658 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------- - - - - -I ------ il--------------- II------------ --- II---------- - - - - - I Control: Permitted Permitted Protected Permitted Rights: include Include Include include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 1 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 --- I - -- -- - II--------------- II--------- ------ II------ ---- - - - - -I Volume Module: Base Vol: 0 0 3 50 0 28 68 1471 2 0 2240 36 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 3 50 0 28 71 1545 2 0 2352 38 Added Vol: 0 0 0 0 0 0 0 213 0 0 163 0 PasserByVol: 0 0 0 0 0 0 0 143 0 0 157 0 Initial Put: 0 0 3 50 0 28 71 1901 2 0 2672 38 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: 0 0 3 50 0 28 71 1901 2 0 2672 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 3 50 0 28 71 1901 2 0 2672 38 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: 0 0 3 50 0 28 71 1901 2 0 2672 38 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 1.00 0.64 0.00 0.36 1.00 1.99 0.01 0.00 2.96 0.04 Final Sat.: 0 0 1600 1026 0 574 1600 3196 4 0 4733 67 ------- - -- - -I ------ II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.05 0.04 0.59 0.59 0.00 0.56 0.56 Crit Moves: * * ** + * +* + + ++ + + +# Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 11:01:57 Page 7 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Methcd (Future Volume Alternative) Intersection #4 Irvine Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.537 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II --------------- II -_------------- II---------- - - - -- I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ --------------- II--------------- II-- -- ----------- II---------- - - - - - I Volume Module: Base Vol: 40 780 12 132 738 18 64 155 28 12 101 240 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 819 13 139 775 19 64 155 28 12 101 240 Added Vol: 0 2 0 2 8 0 0 0 0 0 0 0 PasserByVOl: 1 1 0 2 1 0 0 0 0 0 1 2 Initial Put: 43 822 13 143 784 19 64 155 28 12 102 242 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: 43 822 13 143 784 19 64 155 28 12 102 242 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 43 822 13 143 784 19 64 155 28 12 102 242 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: 43 822 13 143 784 19 64 155 28 12 102 242 ------------ --------------- II--------------- II--------------- II-- ---- ---- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.85 0.15 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1355 245 1600 1600 1600 ----------- - I - - -- II --------------- II------- --- ----- II ---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.26 0.01 0.09 0.24 0.01 0.04 0.11 0.11 0.01 0.06 0.15 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sec 21, 2012 1:02:20 Page 7 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length 3) Method (Future Volume Alternative) Intersection #4 Irvine Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.637 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II ----------_---- II --------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ---- --------------- II--------------- II-- ------- ------ II----- ----- - - - - - I Volume Module: Base Vol: 97 658 41 159 1185 69 48 109 63 30 182 234 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 102 691 43 167 1244 72 48 109 63 30 182 234 Added Vol: 0 13 0 5 9 0 0 0 0 0 0 4 PasserByVOl: 1 1 0 3 2 0 0 0 0 0 1 2 Initial Fut: 103 705 43 175 1255 72 48 109 63 30 183 240 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: 103 705 43 175 1255 72 48 109 63 30 183 240 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 103 705 43 175 1255 72 48 109 63 30 183 240 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: 103 705 43 175 1255 72 48 109 63 30 183 240 ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.63 0.37 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1014 586 1600 1600 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.22 0.03 0.11 0.39 0.05 0.03 0.11 0.11 0.02 0.11 0.15 Crit Moves: * * ** * * ** * * ** * * ** Tra£fix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sec 21, 2012 11:01:57 Page 8 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #5 Irvine Avenue (NS) at 17th Street /Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.494 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------ I --------------- II--------------- II---- ----------- II---------- - - - - - I Volume Module: Base Vol: 274 506 37 178 438 132 230 478 180 39 389 62 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 288 531 39 187 460 139 230 478 180 39 389 62 Added Vol: 0 1 0 6 2 0 0 88 1 0 74 2 PasserByVol: 1 1 0 1 0 3 1 4 1 0 6 0 Initial Put: 289 533 39 194 462 142 231 570 182 39 469 64 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: 289 533 39 194 462 142 231 570 182 39 469 64 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 289 533 39 194 462 142 231 570 182 39 469 64 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: 289 533 39 194 462 142 231 570 182 39 469 64 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.52 0.48 1.00 1.76 0.24 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2426 774 1600 2816 384 ------------ I --------------- II--------------- II--- ------------ II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.17 0.02 0.06 0.14 0.09 0.07 0.24 0.23 0.02 0.17 0.17 Crit Moves: * * ** # * #* # * #* * # *# Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sec 21, 2012 1::02:20 Pace 8 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Evening Peak Hour ------- -- ------- --- -L- - -- ------------- Level O: Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #5 Irvine Avenue (NS) at 17th Street /Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.776 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------- II--------------- II --------------- II --------------- I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------ --------------- II--------------- il --------------- II--- ---- --- - - - - - I Volume Module: Base Vol: 312 459 46 170 584 523 248 472 218 81 554 87 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 328 482 48 179 613 549 248 472 218 81 554 87 Added Vol: 2 3 0 8 1 0 0 116 1 0 129 10 PasserByVol: 0 0 0 2 0 4 7 19 0 0 10 1 Initial Put: 330 485 48 189 614 553 255 607 219 81 693 96 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: 330 485 48 189 614 553 255 607 219 81 693 98 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 330 485 48 189 614 553 255 607 219 81 693 98 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: 330 485 48 189 614 553 255 607 219 81 693 98 ------------ I--------------- II --------------- II---------------II------ Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.47 0.53 1.00 1.75 0.25 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2352 848 1600 2804 396 ------ ----- - i ---------- -- - - -II- ------ II--------------- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.10 0.15 0.03 0.06 0.19 0.35 0.08 0.26 0.26 0.05 0.25 0.25 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 11:01:57 Page 9 -1 Balk Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 46 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.450 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II --------------- Control: Protected Permitted Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------ I --------------- II--------------- II--------------- II- - - -- -- I Volume Module: Base Vol: 362 411 0 0 472 111 67 0 509 0 0 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: 362 411 0 0 472 111 67 0 509 0 0 0 Added Vol: 54 1 0 0 4 0 0 0 21 0 0 0 PasserByVOl: 1 4 0 0 2 0 0 0 2 0 0 0 Initial Put: 417 416 0 0 478 111 67 0 532 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 417 416 0 0 478 111 67 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 417 416 0 0 478 111 67 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 417 416 0 0 478 ill 67 0 0 0 0 0 ------------ --- -- ---------- II------ --- -- -- --II ------ - -II -- - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------ I --------------- II--------------- II------ --------- II ---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.13 0.13 0.00 0.00 0.30 0.07 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: * *** * * ** * * ** *#*#+#*#*****#+**#+****+*+*##*#*#*###*+********** + * + # # + # * # * # * # * * # * # # * * # # * * # * # * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Sceraric Fri Seo 21, 201_2 11:02:20 Page 9 -1 Back 3av Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Evening Peak rcur -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cvcle Length `s) Method (Future Volume Alternative) Intersection #6 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cao.(X): 0.464 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II - ! ---------- - - -II- I---------- - - - - -I Control: Protected Permitted Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------ I ------------- -- II- ---------- - - - -II --- II---------- - - - - -I Volume Module: Base Vol: 550 543 0 0 369 103 121 0 503 0 0 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: 550 543 0 0 369 103 121 0 503 0 0 0 Added Vol: 42 8 0 0 11 0 0 0 72 0 0 0 PasserByVOl: 3 5 0 0 5 0 0 0 8 0 0 0 Initial Put: 595 556 0 0 385 103 121 0 583 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 i.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 595 556 0 0 385 103 121 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 595 556 0 0 365 103 121 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVOlume: 595 556 0 0 385 103 121 0 0 0 0 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------ I--------------- II--------------- 11--------------- II-------- -- - - - - -I Capacity Analysis Module: Vol /Sat: 0.19 0.17 0.00 0.00 0.24 0.06 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 11:01:57 Page 10 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length *) Method (Future Volume Alternative) Intersection #7 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.510 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------ --------------- II--------------- II-------------- -II---------- - - - - - I Volume Module: Base Vol: 87 718 43 40 907 50 29 21 209 44 10 59 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: 87 718 43 40 907 50 29 21 209 44 10 59 Added Vol: 3 55 0 0 25 0 0 0 2 0 0 0 PasserByvol: 1 2 1 1 2 0 0 0 2 1 2 4 Initial Put: 91 775 44 41 934 50 29 21 213 45 12 63 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: 91 775 44 41 934 50 29 21 213 45 12 63 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 91 775 44 41 934 50 29 21 213 45 12 63 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: 91 775 44 41 934 50 29 21 213 45 12 63 ---- --- - - - - -I ------ II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: 3at /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.58 0.42 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 928 672 1600 1600 1600 1600 I --------------- II --------------- II--------------- II--- ------- - - - - - I Capacity Analysis Module: Vol /3at: 0.06 0.24 0.03 0.03 0.29 0.03 0.02 0.03 0.13 0.03 0.01 0.04 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Seo 21, 2012 11:02:20 Page 10 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.524 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A *#**#* x# kxk** k*#*#*****#* kak**# k# kk******# rk*##** * * *k * *t # # * * * * * * * * * * *k * * * #k *k * ** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II --------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------ I --------------- II--------------- II---- ------- --- -li-------- -- - - - - - I Volume Module: Base Vol: 136 1017 45 79 816 23 34 23 153 52 14 50 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: 136 1017 45 79 816 23 34 23 153 52 14 50 Added Vol: 5 50 0 0 83 0 0 0 8 0 0 0 PasserByVOl: 1 14 2 4 10 0 0 1 2 0 1 4 Initial Fut: 142 1081 47 83 909 23 34 24 163 52 15 54 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: 142 1081 47 83 909 23 34 24 163 52 15 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 142 1081 47 83 909 23 34 24 163 52 15 54 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: 142 1081 47 83 909 23 34 24 163 52 15 54 ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.59 0.41 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 938 662 1600 1600 1600 1600 ------------ I --------------- II--------------- II--------------- il---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.34 0.03 0.05 0.28 0.01 0.02 0.04 0.10 0.03 0.01 0.03 Crit Moves Tra£fix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default_ Scenario Fri Sep 21, 2012 11:01:57 Page 11 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour _________________________________________________ ________________________ _______ Level Of Service Computation Report ICU 1(LOSS as Cycle Length 8) Method (Future Volume Alternative) Intersection #8 Dover Drive (NS) at West Coast Highway (E*A) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.683 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II --------------- I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ I --------------- II--------------- II------- ------ -- II---------- - - - - - I Volume Module: Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 24 45 42 904 44 182 151 1916 22 18 1265 718 Added Vol: 0 0 0 27 0 2 3 86 0 0 157 55 PasserByVOl: 0 0 0 19 0 9 9 120 0 0 86 9 Initial Fut: 24 45 42 950 44 193 163 2122 22 18 1508 782 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 45 42 950 44 193 163 2122 22 18 1508 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 950 44 193 163 2122 22 18 1508 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 24 45 42 950 44 193 163 2122 22 18 1508 0 ----- I--------------- il--------------- II----------- ---- II--- -- ----- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1600 1655 1545 4800 1600 1600 3200 4751 49 1600 4800 1600 ------------ I --------------- II--------------- II--------------- II---- --- --- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.03 0.03 0.20 0.03 0.12 0.05 0.45 0.45 0.01 0.31 0.00 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA De fault Scenario Fri Sep 2_, 2012 11:02:20 Page 11 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Eveninv Peak Hour _____________________ ____ ______ ___________ __________ Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 48 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Crit -cal Vol. /Cap.(X): 0.790 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II --------------- II--------------- 11 --------------- I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ I--------------- II--------------- II---- ----------- II---------- -- - - - I Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2054 1170 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 16 32 50 840 49 136 125 1551 23 50 2157 1229 Added Vol: 0 0 0 92 0 5 3 210 0 0 158 55 Passe- ByVol: 0 0 0 13 0 16 27 123 0 0 150 26 Initial Put: 16 32 50 945 49 157 155 1884 23 50 2465 1310 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PRE Volume: 16 32 50 945 49 157 155 1884 23 50 2465 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 945 49 157 155 1864 23 50 2465 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 32 50 945 49 157 155 1884 23 50 2465 0 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 4800 1600 1600 3200 4742 58 1600 4800 1600 ----- I--------------- II--------------- II--- ------------ 11---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.03 0.20 0.03 0.10 0.05 0.40 0.40 0.03 0.51 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 11:01:57 Page 12 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour -------------------------------------------------- ------ -- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection ff9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.734 Loss Time (sec): 0 (Y+R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- I1--------------- 11--------------- I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 383 13 25 30 5 36 32 2542 315 39 1550 16 Added Vol: 5 0 2 0 0 0 0 89 24 9 207 0 PasserByVOl: 1 0 1 44 0 18 35 95 0 0 64 0 Initial Fut: 389 13 28 74 5 54 67 2726 339 48 1821 16 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: 389 13 28 74 5 54 67 2726 339 48 1821 16 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 389 13 28 74 5 54 67 2726 339 48 1821 16 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: 389 13 28 74 5 54 67 2726 339 48 1821 16 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.71 0.09 0.20 1.00 0.08 0.92 1.00 3.00 1.00 1.00 3.97 0.03 Final Sat.: 4342 145 313 1600 136 1464 1600 4800 1600 1600 6345 55 ------------ I--------------- II--------------- 11--------------- II--- --- ---- - - - - -I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.05 0.04 0.04 0.04 0.57 0.21 0.03 0.29 0.29 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 2_., 2012 11:02:20 Page 12 -1 Back Bay sanding Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.734 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- --------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- II--------------- II--------------- II---------- - - - -- I Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 410 6 29 23 16 38 53 1990 497 60 3006 24 Added Vol: 49 0 18 0 0 0 0 227 75 27 164 0 PasserByVOl: 3 0 0 71 0 29 26 83 2 0 127 0 Initial Fut: 462 8 47 94 16 67 79 2300 574 07 3297 24 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: 462 8 47 94 16 67 79 2300 574 87 3297 24 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 462 8 47 94 16 67 79 2300 574 87 3297 24 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: 462 6 47 94 16 67 79 2300 574 87 3297 24 ------------ --------------- il--------------- II--------------- II- -------- - -- -- - i Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.68 0.05 0.27 1.00 0.19 0.81 1.00 3.00 1.00 1.00 3.97 0.03 Final Sat.: 4289 74 436 1600 308 1292 1600 4800 1600 1600 6353 47 ------------ I --------------- II--------------- Il-------- ------- II----- ----- - - - - - I Capacity Analysis Module: Vol /Sat: 0.11 0.11 0.11 0.06 0.05 0.05 0.05 0.48 0.36 0.05 0.52 0.52 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 11:01:57 Page 13 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour --------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #10 Jamboree Road (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.680 Loss Time (sec): 0 (Y+R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II --------------- II--------------- II--------------- I Control: Protected Protected Split Phase Split Phase Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------ --------------- il--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 26 1110 140 744 1604 78 299 38 56 123 8 17 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial B3e: 27 1166 147 781 1684 62 299 38 58 123 8 17 Added Vol: 0 131 0 0 61 0 0 0 0 2 0 0 PasserByVol: 0 75 4 45 141 0 0 0 0 10 0 41 Initial Fut: 27 1372 151 826 1886 82 299 38 58 135 8 58 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 27 1372 0 826 1886 0 299 38 58 135 8 58 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 27 1372 0 826 1.886 0 299 38 58 135 8 58 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 27 1372 0 826 1866 0 299 38 58 135 8 58 --------------------------- II--------------- I1--------------- II---------- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 3200 1600 1600 3200 1600 1600 ------------ I --------------- II--------------- II----- --------- -II-------- -- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.29 0.00 0.26 0.39 0.00 0.09 0.02 0.04 0.04 0.01 0.04 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 11:02:20 Page 13 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Evening Peak Hour ------- - ------------------------- - - - --- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #10 Jamboree Road (NS) at San Joaquin Hills Road (EW) ************.*************.********************** * * * * * * * * * *. * * * * * * * * * * * * * ** * * *** Cycle (sec): 100 Critical Vol. /Cap.(X): 0.961 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: E Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ____I__ __-- 11--------------- 11---- _--- __--- __11_______________I Control: Protected Protected Split Phase Split Phase Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 55 1289 131 514 1525 164 89 36 13 178 46 572 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 58 1353 138 540 1601 172 89 36 13 178 46 572 Added Vol: 0 105 4 0 143 0 0 0 0 5 0 0 PasserByVOl: 1 101 8 46 116 0 1 4 0 8 0 108 Initial Fut: 59 1559 150 586 1860 172 90 40 13 191 46 680 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 59 1559 0 586 1860 0 90 40 13 191 46 680 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 59 1559 0 586 1860 0 90 40 13 191 46 680 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 59 1559 0 586 1860 0 90 40 13 191 46 680 ------------ --------------- II--------------- II---- ----------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 3200 1600 1600 3200 1600 1600 ------------ I--------------- II--------------- 11--------------- 11---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.04 0.32 0.00 0.18 0.39 0.00 0.03 0.03 0.01 0.06 0.03 0.43 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 11:01:58 Page 14 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 411 Jamboree Road (NS) at Santa Barbara Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.558 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II--------- ---- -- II ---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 1 0 1 1 1 0 0 1 ------------ I --------------- II--------------- II------------ --- II--- ------- - - - - - I Volume Module: Base Vol: 10 1115 289 543 1067 29 33 5 16 39 6 99 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 11 1171 303 570 1120 30 33 5 16 39 6 99 Added Vol: 0 131 0 0 63 0 0 0 0 0 0 0 PasserByVOl: 0 54 3 5 108 1 6 0 0 21 0 16 Initial Fut: 11 1356 306 575 1291 31 39 5 16 60 6 115 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: 11 1356 306 575 1291 31 39 5 16 60 6 115 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 11 1356 306 575 1291 31 39 5 16 60 6 115 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: 11 1356 306 575 1291 31 39 5 16 60 6 115 ------------ I --------------- II--------------- II---------- ----- II--- ------- - - -- - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 1.00 1.00 1.82 0.18 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 1600 1600 1600 2909 291 1600 ------------ I--------------- II--------------- II------------- -- 11---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.01 0.28 0.19 0.18 0.27 0.02 0.02 0.00 0.01 0.02 0.02 0.07 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 2 , 2012 11:02:20 Page 14 -1 Back Say Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Evening Peak Hour -----------P-- -`------ - ---- --------- Level Of Service Computation Report ICU 1(Loss as Cycle Length a) Method (Future Volume Alternative) Intersection 411 Jamboree Road (NS) at Santa Barbara Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.677 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II -I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 1 0 1 1 1 0 0 1 ------------ I --------------- --------------- --------------- --------------- Volume Module: Base Vol: 17 1176 128 157 1297 74 45 17 16 243 5 458 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 18 1235 134 165 1362 78 45 17 16 243 5 458 Added Vol: 0 109 0 0 149 0 0 0 0 0 0 0 PasserByVOl: 0 96 11 15 77 6 2 1 0 10 1 9 Initial Fut: 18 1440 145 180 1588 84 47 18 16 253 6 467 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: 18 1440 145 180 1588 84 47 18 16 253 6 467 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 18 1440 145 180 1588 84 47 18 16 253 6 467 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: 18 1440 145 180 1588 84 47 18 16 253 6 467 - ------- - - - -I- ------ II--------------- II--------------- II---------- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 1.00 1.00 1.95 0.05 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 1600 1600 1600 3126 74 1600 ------------ I --------------- II--------------- II--------------- II----- ----- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.30 0.09 0.06 0.33 0.05 0.03 0.01 0.01 0.08 0.08 0.29 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZmAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 11:01:58 Pace 15 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative; Intersection #12 Jamboree Road (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.661 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II---------- ----- II ---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------ --------------- II--------------- II--------------- II---------- -- - - - I Volume Module: Base Vol: 17 340 88 192 291 594 788 1557 19 76 921 102 Growth Adj: 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 17 340 88 202 306 624 827 1635 20 80 967 107 Added Vol: 0 0 0 38 17 8 2 56 0 0 195 129 PasserByvol: 0 1 1 6 1 116 52 84 1 1 49 1 Initial Fut: 17 341 89 246 324 748 881 1775 21 81 1211 237 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PEP Volume: 17 341 89 246 324 0 881 1775 21 81 1211 237 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 17 341 89 246 324 0 881 1775 21 81 1211 237 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 17 341 89 246 324 0 881 1775 21 81 1211 237 ----- --------------- II--------------- II--------------- II---------- - -- -- I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.59 0.41 1.00 2.00 1.00 3.00 3.95 0.05 2.00 4.00 1.00 Final Sat.: 1600 2538 662 1600 3200 1600 4800 6325 75 3200 6400 1600 ------------ I --------------- II--------------- II--------------- II----- ----- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.13 0.13 0.15 0.10 0.00 0.18 0.28 0.28 0.03 0.19 0.15 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 11:02:20 Page 15 -1 Back Bay Landing Existing + Growth (Year 20i7) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length 3) Method (Future Volume Alternative) Intersection 412 Jamboree Road (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.828 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II ---------- -- - - - I Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------ I--------------- II--------------- II---- -------- --- II---------- --- - - I Volume Module: Base Vol: 41 290 79 179 417 856 723 1589 60 132 1729 205 Growth Adj: 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 41 290 79 188 438 899 759 1668 63 139 1815 215 Added Vol: 0 16 0 128 0 20 16 200 0 0 127 77 PasserByVOl: 1 1 4 6 3 78 94 62 0 5 120 10 Initial Fut: 42 307 83 324 441 997 869 1930 63 144 2062 302 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 42 307 83 324 441 0 869 1930 63 144 2062 302 Radnor Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 307 83 324 441 0 869 1930 63 144 2062 302 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 42 307 83 324 441 0 869 1930 63 144 2062 302 ------------ --------------- II--------------- II--------------- II-------- -- - -- - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.57 0.43 1.00 2.00 1.00 3.00 3.87 0.13 2.00 4.00 1.00 Final Sat.: 1600 2519 681 1600 3200 1600 4600 6198 202 3200 6400 1600 ------------ I --------------- II--------------- II--- ---------- -- II--- ------- - - - -- I Capacity Analysis Module: Vol /Sat: 0.03 0.12 0.12 0.20 0.14 0.00 0.18 0.31 0.31 0.04 0.32 0.19 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 11:01:58 Page 16 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #13 Santa Cruz Drive (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.321 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------- II--------------- II --------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 0 1 0 1 0 1 1 0 1 0 2 1 0 1 0 2 1 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 48 4 13 10 7 64 49 512 292 115 265 7 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: 48 4 13 10 7 64 49 512 292 115 265 7 Added Vol: 0 0 0 0 0 0 0 0 0 0 2 0 PasserByvol: 29 0 2 0 1 0 0 75 4 2 10 0 Initial Fut: 77 4 15 10 8 64 49 587 296 117 277 7 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: 77 4 15 10 8 64 49 587 296 117 277 7 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 77 4 15 10 8 64 49 587 296 117 277 7 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: 77 4 15 10 8 64 49 587 296 117 277 7 ------------ --------------- II--------------- II--------------- II---------- ----- I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 0.21 0.79 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.93 0.07 Final Sat.: 3200 337 1263 1600 1600 1600 1600 3200 1600 1600 4682 118 ------------ I --------------- II--------------- II---------- ----- II---- ------ - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.01 0.01 0.01 0.01 0.04 0.03 0.18 0.19 0.07 0.06 0.06 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 11:02:20 Page 16-1 Back Bay Landing Existina + Growth (Year 2017) + Approved Projects + Cumulative Projects Evenina Peak -our - ---- --- ------------ -- ----------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 9) Method (Future Volume Alternative) Intersection #13 Santa Cruz Drive (NS) at San Joaquin Hills Road (EW) ** x**#** x#**************** x** xxx*** x* x*+ x+ x**+* x* + * * * * * * * * # * * * * *xxxx +x*x + * + * * * ** Cycle (sec): 100 Critical Vol. /Cap.(X): 0.355 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II --------------- II ---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 0 1 0 1 0 1 1 0 1 0 2 1 0 1 0 2 1 0 ------------ I --------------- II--------------- II------------- -- II---------- - - - - - I Volume Module: Base Vol: 506 14 135 9 5 24 72 466 178 45 444 20 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: 506 14 135 9 5 24 72 486 178 45 444 20 Added Vol: 0 0 0 0 0 0 0 4 0 0 5 0 PasserByVol: 11 0 1 1 0 0 0 29 18 2 73 0 Initial Fut: 517 14 136 10 5 24 72 519 196 47 522 20 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: 517 14 136 10 5 24 72 519 196 47 522 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 517 14 136 10 5 24 72 519 196 47 522 20 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 Fir.alVolume: 517 14 136 10 5 24 72 519 196 47 522 20 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 0.09 0.91 1.00 1.00 1.00 1.00 2.18 0.82 1.00 2.89 0.11 Final Sat.: 3200 149 1451 1600 1600 1600 1600 3484 1316 1600 4623 177 ------------ I --------------- II----------- - - - -II ---- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.16 0.09 0.09 0.01 0.00 0.02 0.05 0.15 0.15 0.03 0.11 0.11 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Seo 2'1, 2012 11:01:58 Page 17 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour ____________ _______________ _ Level Of Service Computation Report ICU 1(LOSS as Cycle Length 8) Method (Future Volume Alternative) Intersection #14 Santa Rosa Drive (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 critical Vol. /Cap.(X): 0.382 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II --------------- II --------------- I Control: Protected Protected Protected Protected Rights: Ovl Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 1 0 2 0 2 1 0 ------------ I --------------- II--------------- II --------------- II---------- - - - - - I Volume Module: Base Vol: 32 16 75 81 12 39 27 265 207 447 457 101 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: 32 16 75 81 12 39 27 265 207 447 457 101 Added Vol: 0 0 3 0 0 0 0 0 0 9 2 0 PasserByVol: 19 0 27 0 0 0 1 6 77 5 5 0 Initial Fut: 51 16 105 81 12 39 28 271 284 461 464 101 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: 51 16 105 81 12 39 28 271 284 461 464 101 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 51 16 105 81 12 39 28 271 284 461 464 101 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: 51 16 105 81 12 39 28 271 284 461 464 101 OvlAdj Vol: 0 ------------ --------------- II--------------- II-------- --- ---- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 2.00 2.46 0.54 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 3200 3942 858 ------------ I --------------- II--------------- II------- -------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.01 0.07 0.05 0.01 0.02 0.02 0.08 0.18 0.14 0.12 0.12 OvlAdjV /S: 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario _.i Sep 21, 20'_2 1_1:02:20 Page 17 -1 Back Ba_% Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Ccmputation Report ICU 1(Loss as Cycle Length 3) Method (Future Volume Alternative) Intersection #14 Santa Rosa Drive (NS) at San Joaquin Hills Road (EW) cycle (sec): 100 Critical Vol. /Cap.(X): 0.502 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II---------- ----- II ---------- - - - - - I Control: Protected Protected Protected Protected Rights: Ovl Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 1 0 2 0 2 1 0 ------------ I ---------------II---------------II---------------II------- Volume Module: Base Vol: 221 25 443 73 11 59 67 550 133 374 280 79 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: 221 25 443 73 11 59 67 550 133 374 280 79 Added Vol: 0 0 9 0 0 0 0 4 0 6 5 0 PasserByVOl: 7B 0 30 0 0 0 0 9 30 27 7 0 Initial Fut: 299 25 482 73 li 59 67 563 163 407 292 79 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: 299 25 482 73 11 59 67 563 163 407 292 79 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 299 25 482 73 11 59 67 563 163 407 292 79 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: 299 25 482 73 11 59 67 563 163 407 292 79 Ov1AdjVOl: 279 ------------ ! ---------------II---------------II---------------II------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.33 0.67 2.00 2.36 0.64 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3722 1078 3200 3778 1022 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.19 0.02 0.30 0.05 0.01 0.04 0.04 0.15 0.15 0.13 0.08 0.08 OvlAdj V /S: 0.17 Crit Moves * * ** * * ** * * ** * * }# Tra£fix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 11:01:58 Page 18 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour -_ _ --------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 3) Method (Future Volume Alternative) +++***++****+++********+*#+++++***+**_*„+*+++++*+ * * * * * * * *. * *+ * * * + * + * + * * * * * + * + * ** Intersection #15 Newport Center Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.417 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II --------------- II--------------- I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------ i--------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 19 0 69 315 1718 0 0 1051 170 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 19 0 69 331 1804 0 0 1104 179 Added Vol: 0 0 0 0 0 0 0 94 0 0 324 0 PasserByVOl: 0 0 0 5 0 20 15 59 0 0 20 2 Initial Fut: 0 0 0 24 0 89 346 1957 0 0 1448 181 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 24 0 0 346 1957 0 0 1448 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 24 0 0 346 1957 0 0 1448 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 0 0 0 24 0 0 346 1957 0 0 1448 0 - -I- ------- II--------------- II----------- ---- II--- ------- - - - --I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------ I --------------- II--------------- II--------------- II--------- - - - - -- I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.01 0.00 0.00 0.11 0.41 0.00 0.00 0.30 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 2' 2:)12 11:02:20 Page 18 -1 Back Bay Landing Existing + Growth ,'Year 2017) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length 9) Method (Future Volume Alternative) Intersection 415 Newport Center Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.530 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 164 0 635 314 1268 0 0 1416 128 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 164 0 635 330 1331 0 0 1487 134 Added Vol: 0 0 0 0 0 0 0 328 0 0 204 0 PasserByVol: 0 0 0 6 0 44 21 38 0 0 74 10 Initial Put: 0 0 0 170 0 679 351 1697 0 0 1765 144 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 170 0 0 351 1697 0 0 1765 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 170 0 0 351 1697 0 0 1765 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 170 0 0 351 1697 0 0 1765 0 ------------ I --------------- II--------------- II--------------- II- --------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 I--- ---- II--------------- II------- -------- II------- --- -----I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.05 0.00 0.00 0.11 0.35 0.00 0.00 0.37 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 11:01:58 Page 19 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour - ------------- ------ ----- -- ----- -- --- --- - -- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #16 Avocado Avenue (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.564 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II --------------- II--------------- I Control: Split Phase Split Phase Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 1 0 0 1 1 0 3 0 1 1 0 3 0 1 -------- - - - -I- ----- II--------------- II-------- ------- II---------- - - - - -I Volume Module: Base Vol: 98 128 135 57 69 50 140 1071 49 93 1101 165 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 98 128 135 57 69 50 147 1125 51 98 1156 173 Added Vol: 0 0 0 0 0 0 0 94 0 0 324 0 PasserByVol: 0 0 0 5 0 10 54 10 0 0 12 30 Initial Fut: 98 126 135 62 69 60 201 1229 51 98 1492 203 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 98 128 135 62 69 0 201 1229 51 98 1492 203 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 98 128 135 62 69 0 201 1229 51 98 1492 203 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 98 128 135 62 69 0 201 1229 51 98 1492 203 ---- ------ - -I - -- --- II--------------- II--------------- II---------- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 4800 1600 1600 4600 1600 ------------ I --------------- II--------------- II------------- -- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.08 0.08 0.04 0.04 0.00 0.13 0.26 0.03 0.06 0.31 0.13 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 11:02:20 Page 19 -i Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Evenina Peak Hour __________________________________________________ ________________ ________ ______ Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #16 Avocado Avenue (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.592 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- 11--------------- Control: Split Phase Split Phase Protected Protected Rights: Include ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 1 0 0 1 1 0 3 0 1 1 0 3 0 1 ------------ I --------------- il--------------- II--------------- II---------- - - - -- I Volume Module: Base Vol: 112 73 110 253 109 139 69 1199 71 100 1055 104 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 112 73 110 253 109 139 93 1259 75 105 1108 109 Added Vol: 0 0 0 0 0 0 0 328 0 0 204 0 PasserByVOl: 0 0 0 33 0 69 30 12 1 0 12 13 Initial Put: 112 73 110 286 109 208 123 1599 76 105 1324 122 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 112 73 110 286 109 0 123 1599 76 105 1324 122 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 112 73 110 286 109 0 123 1599 76 105 1324 122 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 112 73 110 286 109 0 123 1599 76 105 1324 122 ------------ I - -- -- II--------------- II--------------- II----- ----- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.45 0.55 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 2317 883 1600 1600 4800 1600 1600 4800 1600 ------------ I --------------- II--------------- II-- ------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.07 0.05 0.07 0.12 0.12 0.00 0.08 0.33 0.05 0.07 0.28 0.08 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Seo 21, 20112 11:01:58 Page 20 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour -- - -------------L------------- Level Of Service Computation Report ICU 1(Lo5s as Cycle Length %) Method (Future Volume Alternative) Intersection 417 MacArthur Boulevard (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.686 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II --------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 2 1 0 1 0 2 0 1 ------------ I--------------- II------------ - - -II--------------- --------------- Volume Module: Base Vol: 121 1226 22 792 1718 851 76 347 46 51 360 651 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 127 1287 23 832 1604 894 76 347 46 51 360 651 Added Vol: 0 73 0 0 38 0 0 3 0 0 11 0 PasserByVOl: 2 10 1 1 53 67 37 3 0 6 3 0 Initial Fut: 129 1370 24 833 1895 961 113 353 46 57 374 651 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 129 1370 24 833 1895 0 113 353 46 57 374 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 129 1370 24 833 1895 0 113 353 46 57 374 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 129 1370 24 833 1895 0 113 353 46 57 374 0 ------------ I --------------- II--------------- II-------- ------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 2.65 0.35 1.00 2.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 4247 553 1600 3200 1600 ------------ I --------------- II --------------- II --------------- --------------- Capacity Analysis Module: Vol /Sat: 0.04 0.29 0.02 0.26 0.39 0.00 0.02 0.08 0.08 0.04 0.12 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 11:02:20 Page 20 -1 Back Bay Landing Existing + Growth (Year 201') + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #17 MacArthur Boulevard (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.797 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ----- --- ------- II-- --------- -- --II --------------- --------------- Control: Protected Protected Protected Protected Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 C Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 2 1 0 1 0 2 0 1 ------------ --------------- II--------------- II----------- ---- II---------- - - - - - I Volume Module: Base Vol: 35 1391 13 666 1547 366 647 313 117 31 292 399 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 37 1461 14 699 1624 384 647 313 117 31 292 399 Added Vol: 0 59 0 0 72 0 0 13 0 0 11 0 PasserByVOl: 2 57 6 1 35 38 92 3 0 3 3 0 Initial Put: 39 1577 20 700 1731 422 739 329 117 34 306 399 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 39 1577 20 700 1731 0 739 329 117 34 306 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 39 1577 20 700 1731 0 739 329 117 34 306 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 39 1577 20 700 1731 0 739 329 117 34 306 0 ------------ I--------------- II--------------- II----- -------- -- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 2.21 0.79 1.00 2.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 4600 3541 1259 1600 3200 1600 ------------ I --------------- II--------------- II-------- ------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.33 0.01 0.22 0.36 0.00 0.15 0.09 0.09 0.02 0.10 0.00 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 21, 2012 11:01:58 Page 21 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak flour Level Of Service Computation Report ICU 1(Loss as Cycle Length i) Method (Future Volume Alternative) Intersection #18 MacArthur Boulevard (NS) at San Miguel Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.594 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R - - - -I -- ----- II--------------- II-------- ------- II---------- - - - - -I Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 1 1 0 2 0 1 1 0 --------- - - -I -- -- 11--------------- II--- ------------ 11- --------- - - - - -I Volume Module: Base Vol: 123 1123 147 3 809 637 192 79 38 190 261 6 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 129 1179 154 3 849 669 192 79 38 190 261 6 Added Vol: 37 73 1 0 38 0 0 0 11 3 0 0 PasserByVOl: 2 2 0 1 1 57 8 4 9 0 13 0 Initial Put: 168 1254 155 4 888 726 200 83 58 193 274 6 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: 168 1254 155 4 888 726 200 83 58 193 274 6 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 168 1254 155 4 888 726 200 83 58 193 274 6 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: 168 1254 155 4 888 726 200 83 58 193 274 6 OvlAdj VOl: 655 ------------ I --------------- II--------------- II--------------- II---- --- --- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 1.18 0.82 2.00 1.96 0.04 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 1884 1316 3200 3131 69 - - - - -I--------------- II--------------- li--------------- I1--------------- I Capacity Analysis Module: Vol /Sat: 0.05 0.26 0.10 0.00 0.19 0.45 0.04 0.04 0.04 0.06 0.09 0.09 0v1AdjV /S: 0.41 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Fri Sep 2 -, 2012 11:02:20 Page 21 -1 Back Bav Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Evening Peak Hour ------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 3) Method (Future Volume Alternative) Intersection #18 MacArthur Boulevard (NS) at San Miguel Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.534 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ---- --------------- II---------__---- II -------------- -II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 1 1 0 2 0 1 1 0 ---------------- II--------------- II--------------- II----- ----- - - - - - I Volume Module: Base Vol: 91 771 212 11 1107 451 668 331 126 225 173 35 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 96 810 223 12 1162 474 668 331 126 225 173 35 Added Vol: 22 59 5 0 72 0 0 0 37 6 0 0 PasserByVOl: 6 2 0 1 1 32 63 25 12 0 22 0 Initial Put: 124 871 228 13 1235 506 731 356 175 231 195 35 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: 124 871 228 13 1235 506 731 356 175 231 195 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 124 871 228 13 1235 506 731 356 175 231 195 35 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: 124 871 228 13 1235 506 731 356 175 231 195 35 Ov1AdjVO1: 240 ------------ --------------- II---- ----------- II--------- --- - - -II- - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 1.34 0.66 2.00 1.70 0.30 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 2145 1055 3200 2713 487 ------------ I --------------- II--------------- II--------------- II-- -------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.04 0.18 0.14 0.00 0.26 0.32 0.15 0.17 0.17 0.07 0.07 0.07 Ov1Adj V /S: 0.15 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Sat Jan 12, 2013 15:10:36 Page 1 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour ________________ __ _ _ ____ Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #19 MacArthur Boulevard (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.793 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II ----------- - - - - II I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 - I--------------- 11--------------- II---------- ----- II- -- --- ---- - - - - -I Volume Module: Base Vol: 0 0 0 793 0 247 575 1000 0 0 1144 862 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 833 0 259 604 1050 0 0 1201 905 Added Vol: 0 0 0 49 0 3 1 93 0 0 321 110 PasserByVol: 0 0 0 9 0 0 1 14 0 0 39 2 Initial Fut: 0 0 0 891 0 262 606 1157 0 0 1561 1017 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 891 0 0 606 1157 0 0 1561 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 891 0 0 606 1157 0 0 1561 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 891 0 0 606 1157 0 0 1561 0 - I--------------- II--------------- II----------- ---- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------ I ------- ----- --- II-- ------ -- - - - --II --- -II------- --- - -- --I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.28 0.00 0.00 0.19 0.24 0.00 0.00 0.33 0.00 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Sat Jan 12, 2013 15:10:53 Page 1 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Eveninc Peak Hour -- ----- ----------------- ------- -- ---- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #19 MacArthur Boulevard (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.751 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II--------------- I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------- - - - - -I ------ II--------------- il-------------- -II---------- - - - - - I Volume Module: Base Vol: 0 0 0 981 0 323 298 1277 0 0 1136 789 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 1030 0 339 313 1341 0 0 1193 828 Added Vol: 0 0 0 109 0 6 5 323 0 0 198 81 PasserByVOl: 0 0 0 3 0 0 1 41 0 0 21 5 Initial Put: 0 0 0 1142 0 345 319 1705 0 0 1412 914 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 1142 0 0 319 1705 0 0 1412 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 1142 0 0 319 1705 0 0 1412 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 0 0 0 1142 0 0 319 1705 0 0 1412 0 ------------ --------------- II--------------- II------------ --- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------ I --------------- II--------------- II--------------- II--------- - - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.36 0.00 0.00 0.10 0.36 0.00 0.00 0.29 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects + Project Default Scenario Thu Feb 7, 2013 16:59:15 Page 4 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +project Morning Peak Hour ------ -- --- - - - - - -- -------------- ----- --------- ---- ---- ------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Newport Boulevard (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.955 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: E Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II -------------- II--------------- II---------- - - - - - I Control: Prot - -Ited Protected Permitted Permitted Rights: Include Include Ignore Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 419 0 315 0 2069 174 0 874 346 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 440 0 331 0 2172 183 0 918 365 Added Vol: 0 0 0 11 0 0 0 120 0 0 172 9 PasserByVOl: 0 0 0 26 0 35 0 31 4 0 46 2 Initial Fut: 0 0 0 477 0 366 0 2323 187 0 1136 376 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 477 0 366 0 2323 0 0 1136 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 477 0 366 0 2323 0 0 1136 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 477 0 366 0 2323 0 0 1136 0 ------------I---------------II---------------II---------------II---- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 0 3200 1600 0 4800 1600 ------------ I --------------- II---------- - - - - -II -- -------- - - - - -{ Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.15 0.00 0.23 0.00 0.73 0.00 0.00 0.24 0.00 Crit Moves: * * ** * * ** * + ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZ14AN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:58:16 Page 4 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection 41 Newport Boulevard (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.869 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------ - - - - -- ---------- - - - - -H --------------- il --------------- II ---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Ignore Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------------ --------------- II--------------- II --------------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 595 0 459 0 1387 148 0 1763 515 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 625 0 482 0 1456 155 0 1851 541 Added Vol: 0 0 0 20 0 6 0 221 0 0 196 19 PasserByVOl: 0 0 0 41 0 19 0 90 7 0 51 11 Initial Fut: 0 0 0 686 0 507 0 1767 162 0 2098 571 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 686 0 507 0 1767 0 0 2098 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 686 0 507 0 1767 0 0 2098 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 686 0 507 0 1767 0 0 2098 0 ------------ --------------- II--------------- II-- ------------- II-- -------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 0 3200 1600 0 4800 1600 ------------ I --------------- II--------------- II-------- ------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.21 0.00 0.32 0.00 0.55 0.00 0.00 0.44 0.00 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:15 Page 5 -1 -------------------------------------------------------------------------------- Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) - Intersection 42 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.767 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C 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 Rights: Include Ovl Min. Green: 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 ------------ I ---------------II--------------- Volume Module: Base Vol: 3 3 1 86 3 412 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 3 3 1 86 3 412 Added Vol: 0 0 0 2 0 14 PasserByVol: 0 0 0 1 0 0 Initial Fut: 3 3 1 89 3 426 User Adj: 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 PRE Volume: 3 3 1 89 3 426 Reduct Vol: 0 0 0 0 0 0 Reduced Vol: 3 3 1 89 3 426 PCE Adj: 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 FinalVolume: 3 3 1 89 3 426 Ov1AdjVol: 27 ------------I---------------II--------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.43 0.43 0.14 0.97 0.03 1.00 Final Sat.: 686 686 229 1548 52 1600 ------------ I ---------------II--------------- Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.06 0.06 0.27 Ov1AdjV /S: 0.02 Crit Moves: * * ** * * ** Protected Include 0 0 0 1 0 1 1 0 1-------------- - 349 1900 12 1.05 1.05 1.05 366 1995 13 33 109 0 0 128 0 399 2232 13 1.00 1.00 1.00 1.00 1.00 1.00 399 2232 13 0 0 0 399 2232 13 1.00 1.00 1.00 1.00 1.00 1.00 399 2232 13 --------------- 1600 1600 1600 1.00 1.00 1.00 1.00 1.99 0.01 1600 3182 18 11------------- -- 0.25 0.70 0.70 Protected Include 0 0 0 1 0 3 0 1 I- ------ --- - - - - -I 8 1095 64 1.05 1.05 1.05 8 1150 67 0 175 0 0 94 0 8 1419 67 1.00 1.00 1.00 1.00 1.00 1.00 8 1419 67 0 0 0 8 1419 67 1.00 1.00 1.00 1.00 1.00 1.00 8 1419 67 ---------- - - - - -I 1600 1600 1600 1.00 1.00 1.00 1.00 3.00 1.00 1600 4800 1600 ---------- - - - - -I 0.01 0.30 0.04 * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:58:16 Page 5 -1 ----------------------------------------------------------------------------- Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #2 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.886 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R -----_------ I ---------------II---------------II---------------II------ Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 -0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 -------- - - - - I - ------ II--------------- II------------- -- 11--------- - - - - - -I Volume Module: Base Vol: 14 3 13 114 3 453 270 1410 17 42 2263 53 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 14 3 13 114 3 453 284 1481 18 44 2376 56 Added Vol: 0 0 0 5 0 44 30 232 0 0 188 4 PasserByVOl: 0 0 0 2 0 0 0 142 0 0 155 1 Initial Fut: 14 3 13 121 3 497 314 1855 18 44 2719 61 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: 14 3 13 121 3 497 314 1855 18 44 2719 61 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 14 3 13 121 3 497 314 1855 18 44 2719 61 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: 14 3 13 121 3 497 314 1855 18 44 2719 61 Ov1AdjVOl: 184 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.47 0.10 0.43 0.98 0.02 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 747 160 693 1561 39 1600 1600 3169 31 1600 4800 1600 ------------ I--------------- 11--------------- II- - - - - -- il---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.02 0.08 0.08 0.31 0.20 0.59 0.59 0.03 0.57 0.04 Ov1Adj V /S: 0.11 Crit Moves: * * +* + + ++ * + ++ # + ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:15 Page 6 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Morning Peak Hour ___ ____ _______ _____ ________ _____ ____ _________ __ Level Of Service Computation Report ICU 1(Loss as Cycle Length `f) Method (Future Volume Alternative) Intersection #3 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.731 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II--------------- I Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 1 0 0 11 0 0 1 0 1 1 0 0 0 2 1 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 28 0 24 25 1895 0 0 1206 28 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 28 0 24 26 1990 0 0 1266 29 Added Vol: 0 0 0 0 0 0 0 111 0 0 175 0 PasserByVol: 0 0 0 0 0 0 0 133 0 0 94 0 Initial Fut: 0 0 0 28 0 24 26 2234 0 0 1535 29 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: 0 0 0 28 0 24 26 2234 0 0 1535 29 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 28 0 24 26 2234 0 0 1535 29 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: 0 0 0 28 0 24 26 2234 0 0 1535 29 ------------ I --------------- II--------------- II------ ---- ----- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 1.00 0.54 0.00 0.46 1.00 2.00 0.00 0.00 2.94 0.06 Final Sat.: 0 0 1600 862 0 738 1600 3200 0 0 4710 90 ------------ I --------------- II--------------- II---- ----------- II- ----- --- - - - -- - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.02 0.00 0.03 0.02 0.70 0.00 0.00 0.33 0.33 Crit Moves: * * ** * * *+ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:58:16 Page 6 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.664 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - I - R L - T - R L - T - R L - I - R __ __________1_______________11___ ____________11_______________11 Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 1 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 0 0 3 50 0 28 68 1471 2 0 2240 36 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 3 50 0 28 71 1545 2 0 2352 38 Added Vol: 0 0 0 0 0 0 0 237 0 0 191 0 PasserByVol: 0 0 0 0 0 0 0 143 0 0 157 0 Initial Fut: 0 0 3 50 0 28 71 1925 2 0 2700 38 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 PHI Volume: 0 0 3 50 0 28 71 1925 2 0 2700 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 3 50 0 28 71 1925 2 0 2700 38 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: 0 0 3 50 0 28 71 1925 2 0 2700 38 ------------ 1--------------- 11--------------- 11 --------------- 11--------------- 1 Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 1.00 0.64 0.00 0.36 1.00 1.99 0.01 0.00 2.96 0.04 Final Sat.: 0 0 1600 1026 0 574 1600 3197 3 0 4734 66 ------------ I--------------- II--------------- II--------------- 11---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.05 0.04 0.60 0.60 0.00 0.57 0.57 Crit Moves: * * ** * * ** * * ** * * ** ******** a** a* a*++ a#* a*********** a+** aaa+** a+*# a** * * * * * * * * * * * * * * * * + * # + *a * + *a * * *a* Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:15 Page 7 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative). Intersection #4 Irvine Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.541 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II ----_---------- II--------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ I --------------- II---------- -- - - -II- -------- -- - - - - -I Volume Module: Base Vol: 40 780 12 132 738 18 64 155 28 12 101 240 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 819 13 139 775 19 64 155 28 12 101 240 Added Vol: 0 4 0 5 12 0 0 0 0 0 0 2 PasserByVOl: 1 1 0 2 1 0 0 0 0 0 1 2 Initial Fut: 43 824 13 146 788 19 64 155 28 12 102 244 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: 43 824 13 146 788 19 64 155 28 12 102 244 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 43 824 13 146 788 19 64 155 28 12 102 244 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: 43 824 13 146 788 19 64 155 28 12 102 244 ------------ I--------------- II--------------- II----------- - - - -II -- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.85 0.15 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1355 245 1600 1600 1600 ------------ I--------------- II--------------- 11--------------- 11---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.03 0.26 0.01 0.09 0.25 0.01 0.04 0.11 0.11 0.01 0.06 0.15 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:58:16 Page 7 -1 ----------- -------- --- -- ----- ----- -- - - - - -- ---------------------------- Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Evening Peak Hour _________________________________________________ ______ _______ ______ ____ _____ ___ Level Of Service Computation Report ICU 1(Lcss as Cycle Length 8) Method (Future Volume Alternative) Intersection 44 Irvine Avenue (NS) at 19th Street /Dover Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.640 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R __II --------- --- --- _ _ Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Greer.: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------ I --------------- II --------------- jj--------------- 11 --------------- 1 Volume Module: Base Vol: 97 658 41 159 1185 69 48 109 63 30 182 234 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 102 691 43 167 1244 72 48 109 63 30 182 234 Added Vol: 0 17 0 9 12 0 0 0 0 0 0 8 PasserByVOl: 1 1 0 3 2 0 0 0 0 0 1 2 Initial Fut: 103 709 43 179 1258 72 48 109 63 30 183 244 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: 103 709 43 179 1258 72 48 109 63 30 183 244 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 103 709 43 179 1258 72 48 109 63 30 183 244 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: 103 709 43 179 1258 72 48 109 63 30 183 244 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Ad;ustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.63 0.37 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1014 586 1600 1600 1600 ------------ j --------------- 11 --------------- il__ _- ________- __II___- __-- _____ -_I Capacity Analysis Module: Vol /Sat: 0.06 0.22 0.03 0.11 0.39 0.05 0.03 0.11 0.11 0.02 0.11 0.15 Crit Moves: +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KINSMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:15 Page 6 -1 Back Bay Landing Existing+Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Morning Peak Hour Level Of Service Computation Report ICU 1(Lo3s as Cycle Length %) Method (Future Volume Alternative) Intersection #5 Irvine Avenue (NS) at 17th Street /Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.496 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II --------------- II---------- - - - -- I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 274 506 37 178 438 132 230 478 180 39 389 62 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 288 531 39 187 460 139 230 478 180 39 389 62 Added Vol: 0 1 0 10 2 0 0 95 1 0 79 3 PasserByvol: 1 1 0 1 0 3 1 4 1 0 6 0 Initial Fut: 289 533 39 198 462 142 231 577 182 39 474 65 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: 289 533 39 198 462 142 231 577 182 39 474 65 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 289 533 39 198 462 142 231 577 182 39 474 65 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: 289 533 39 198 462 142 231 577 182 39 474 65 ------------ --------------- II--------------- II------ --------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.52 0.48 1.00 1.76 0.24 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2433 767 1600 2814 386 ------------ I--------------- II--------------- II--------------- 11---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.09 0.17 0.02 0.06 0.14 0.09 0.07 0.24 0.24 0.02 0.17 0.17 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:58:16 Page 8 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Intersection #5 Irvine Avenue (NS) at 17th Street /Westcliff Drive (EW) +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Cycle (sec): 100 Critical Vol. /Cap.(X): 0.780 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II ---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 312 459 46 170 584 523 248 472 218 81 554 87 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 328 482 48 179 613 549 248 472 218 81 554 87 Added Vol: 2 3 0 11 1 0 0 124 1 0 138 14 PasserByVOl: 0 0 0 2 0 4 7 19 0 0 10 1 Initial Fut: 330 485 48 192 614 553 255 615 219 81 702 102 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: 330 485 48 192 614 553 255 615 219 81 702 102 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 330 485 48 192 614 553 255 615 219 81 702 102 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: 330 485 48 192 614 553 255 615 219 81 702 102 ------------ I--------------- II--------------- II---------- ----- II-- ------ -- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.47 0.53 1.00 1.75 0.25 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2360 840 1600 2794 406 ------------ I --------------- II--------------- II-- ----- --- ----- II---- ---- -- - - - - - I Capacity Analysis Module: Vol /Sat: 0.10 0.15 0.03 0.06 0.19 0.35 0.08 0.26 0.26 0.05 0.25 0.25 Crit Moves * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:15 Page 9 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length €) Method (Future Volume Alternative) Intersection #6 Dover Drive (NS) at Westcliff Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.457 Loss Time (sec): 0 (Y+R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: - A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R -----------_ I --------------- II--------------- II --------------- II ---------- - - - - - I Control: Protected Permitted Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------ I --------------- II--------------- II--------------- II------ ---- - - - - - I Volume Module: Base Vol: 362 411 0 0 472 111 67 0 509 0 0 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: 362 411 0 0 472 111 67 0 509 0 0 0 Added Vol: 61 4 0 0 11 0 0 0 31 0 0 0 PasserByVol: 1 4 0 0 2 0 0 0 2 0 0 0 Initial Fut: 424 419 0 0 465 111 67 0 542 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 424 419 0 0 485 111 67 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 424 419 0 0 485 111 67 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 424 419 0 0 485 111 67 0 0 0 0 0 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ----------- I --------------- II--------------- li-------- ----- -- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.13 0.13 0.00 0.00 0.30 0.07 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** * + ** * * ** Traffix 7.9.0215 (c) 2008 Dowling ASSOC. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario - Sat Jan 12, 2013 19:58:16 Page 9 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection. ff6 Dover Drive (NS) at Westclif£ Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.973 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II--------------- I Control: Protected Permitted Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 550 593 0 0 369 103 121 0 503 0 0 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: 550 593 0 0 369 103 121 0 503 0 0 0 Added Vol: 55 17 0 0 18 0 0 0 82 0 0 0 PasserByVol: 3 5 0 0 5 0 0 0 8 0 0 0 Initial Fut: 608 565 0 0 392 103 121 0 593 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 608 565 0 0 392 103 121 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 C Reduced Vol: 608 565 0 0 392 103 121 0 0 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 608 565 0 0 392 103 121 0 0 0 0 0 ----- --------------- II--------------- II-- ----------- -- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------ I --------------- II--------------- II----- ---------- II--- -- ----- - - - - - I Capacity Analysis Module: Vol /Sat: 0.19 0.18 0.00 0.00 0.25 0.06 0.09 0.00 0.00 0.00 0.00 0.00 Crit Moves: * * ** # + «+ * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:15 Page 10 -1 Back Bay Landing Existing +Growth (Year 2O17)+Approved Projects+Cumulative Projects +project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Dover Drive (NS) at 16th Street (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.518 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II----- ----- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------ I --------------- II--------------- II-- ---- ----- ---- II--- ---- --- - --- - I Volume Module: Base Vol: 87 718 43 40 907 50 29 21 209 44 10 59 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: 87 718 43 40 907 50 29 21 209 44 10 59 Added Vol: 4 65 0 0 42 0 0 0 6 0 0 0 PasserByVol: 1 2 1 1 2 0 0 0 2 1 2 4 Initial Ent: 92 785 44 41 951 50 29 21 217 45 12 63 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: 92 785 44 41 951 50 29 21 217 45 12 63 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 92 785 44 41 951 50 29 21 217 45 12 63 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: 92 785 44 41 951 50 29 21 217 45 12 63 ------------ I--------------- II--------------- II--------------- II- --------- - - -- - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.58 0.42 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 928 672 1600 1600 1600 1600 ------------ I --------------- II--------------- II--------- ---- -- II--------- - - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.25 0.03 0.03 0.30 0.03 0.02 0.03 0.14 0.03 0.01 0.04 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:58:16 Page 10 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 3) Method (Future Volume Alternative) Intersection #7 Dover Drive (NS) at 16th Street (EW) +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + ++ Cycle (sec): 100 Critical Vol. /Cap.(X): 0.533 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Approach: North Bound South Bound East Bound 'West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II ------------ --- II ---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------ I --------------- II--------------- II-------- ---- --- II - - -- -I Volume Module: Base Vol: 136 1017 45 79 816 23 34 23 153 52 14 50 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: 136 1017 45 79 816 23 34 23 153 52 14 50 Added Vol: 9 72 0 0 100 0 0 0 12 0 0 0 PasserByVol: 1 14 2 4 10 0 0 1 2 0 1- 4 Initial Put: 146 1103 47 83 926 23 34 24 167 52 15 54 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: 146 1103 47 83 926 23 34 24 167 52 15 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 146 1103 47 83 926 23 34 24 167 52 15 54 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: 146 1103 47 83 926 23 34 24 167 52 15 54 ------------ ---------------II---------------II---------------II-------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.59 0.41 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 938 662 1600 1600 1600 1600 ------------ I --------------- II--------------- II---------- ----- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.34 0.03 0.05 0.29 0.01 0.02 0.04 0.10 0.03 0.01 0.03 Crit Moves: * * ** * * +* * * ++ * * +* Traffix 7.9.0215 (c) 2008 Dowling ASSOC. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:15 Page 11 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future. Volume Alternative) Intersection #8 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.692 Loss Time (sec): 0 (Y+R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ---_-------- I --------------- II--------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ I --------------- II--------------- II------------ --- II------ ---- - - - - - I Volume Module: Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 24 45 42 904 44 182 151 1916 22 18 1265 718 Added Vol: 0 0 0 51 0 2 3 107 0 0 173 68 PasserByvol: 0 0 0 19 0 9 9 120 0 0 86 9 Initial Fut: 24 45 42 974 44 193 163 2143 22 18 1524 795 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 -1.00 1.00 1.00 0.00 PHF Volume: 24 45 42 974 44 193 163 2143 22 18 1524 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 974 44 193 163 2143 22 18 1524 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 24 45 42 974 44 193 163 2143 22 18 1524 0 -- --------------- II--------------- II--------------- II---- ------ - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1600 1655 1545 4800 1600 1600 3200 4751 49 1600 4800 1600 --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.03 0.03 0.20 0.03 0.12 0.05 0.45 0.45 0.01 0.32 0.00 Crit Moves: * * ** * * ** * * ** * * ** ***************#***#*# kk++***#*+********#*#**++** + + * * * * + * + #kk * * * * * * * * * * # * # * * * * ** Traf£ix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:58:16 Page 11 -1 Back Bay Landing Existing +Growth (Year 2017)+Approved Projects +Cumulative Projects +Project Evening Peak Hour __ ___ __ __________ __________________________ - - -_ Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #8 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 - Critical Vol. /Cap.(X): 0.801 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II --------------- 11 --------------- f Control: Split Phase Split Phase Protected. Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ I------------ --- II--------------- 11 - - -- I---------- - - - - -I Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2054 1170 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 16 32 50 640 49 136 125 1551 23 50 2157 1229 Added Vol: 0 0 0 115 0 5 3 234 0 0 186 86 PasserByVOl: 0 0 0 13 0 16 27 123 0 0 150 26 Initial Put: 16 32 50 968 49 157 155 1908 23 50 2493 1341 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 32 50 968 49 157' 155 1908 23 50 2493 0 Reduct Vol: 0 0 0 0 0 0 0 0 0- 0 0 0 Reduced Vol: 16 32 50 968 49 157 155 1908 23 50 2493 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 32 50 968 49 157 155 1908 23 50 2493 0 ------------ I--------------- II--------------- II--------------- II---------- -- - - -1 Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 4800 1600 1600 3200 4743 57 1600 4800 1600 ----------- I--------------- 11--------------- II--- ---- -------- II--------- -- - - - -I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.03 0.20 0.03 0.10 0.05 0.40 0.40 0.03 0.52 0.00 Crit Moves Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:15 Page 12 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Morning Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length i) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): - 100 Critical Vol. /Cap.(X): 0.749 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- II------------ - - -I1- ---------- - - - - -I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 383 13 25 30 5 36 32 2542 315 39 1550 16 Added Vol: 5 7 2 22 4 29 46 89 24 9 207 19 PasserByvol: 1 0 1 44 0 18 35 95 0 0 64 0 Initial Fut: 389 20 28 96 9 83 113 2726 339 48 1821 35 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: 389 20 28 96 9 83 113 2726 339 48 1821 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 389 20 28 96 9 83 113 2726 339 48 1821 35 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: 389 20 28 96 9 83 113 2726 339 48 1821 35 ------------ --------------- --------------- H --------------- 11 --------------- I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.67 0.14 0.19 1.00 0.10 0.90 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4273 220 308 1600 157 1443 1600 4800 1600 1600 6280 120 ---- I--------------- II--------------- II--------------- 11--------- -- - - - -I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.06 0.06 0.06 0.07 0.57 0.21 0.03 0.29 .0.29 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:58:16 Page 12 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.815 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II --------------- II --------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 --------------------------- II--------------- 11--- ------- ----- II--------- - - - - - -I Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 410 6 29 23 16 38 53 1990 497 60 3006 24 Added Vol: 49 7 18 27 9 59 48 227 75 27 164 28 PasserByVOl: 3 0 0 77 0 34 35 74 2 0 117 10 Initial Fut: 462 15 47 127 25 131 136 2291 574 87 3287 62 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: 462 15 47. 127 25 131 136 2291 574 87 3287 62 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 462 15 47 127 25 131 136 2291 574 87 3287 62 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: 462 15 47 127 25 131 136 2291 574 87 3287 62 ------------ --------------- II--------------- II----- --- -- ----- II- ------ --- - - --- I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.64 0.09 0.27 1.00 0.16 0.84 1.00 3.00 1.00 1.00 3.93. 0.07 Final Sat.: 4232 137 431 1600 256 1344 1600 4800 1600 1600 6281 119 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.11 0.11 0.11 0.08 0.10 0.10 0.08 0.48 0.36 0.05 0.52 0.52 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:15 Page 13 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #10 Jamboree Road (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.683 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ 1--------------- 11_______________11--------------- --------------- Control: Protected Protected Split Phase Split Phase Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 1 0 1 1 1 1 0 1 - - - -- - -- ----------- - - - -II --- II------ ---- - -- - -I Volume Module: Base Vol: 26 1110 140 744 1604 78 299 38 58 123 8 17 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 27 1166 147 781 1684 82 299 38 58 123 8 17 Added Vol: 0 141 3 0 69 0 0 0 0 5 0 0 PasserByVol: 0 75 4 45 141 0 0 0 0 10 0 41 Initial Fut: 27 1382 154 826 1894 82 299 38 58 138. 8 58 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 27 1382 0 626 1894 0 299 38 58 138 8 58 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 27 1382 0 826 1894 0 299 38 58 138 8 58 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 27 1382 0 826 1894 0 299 38 58 138 8 58 ---------- - -I - -- --- II--------------- II-- ------------- II---- -- ---- -- - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 3200 1600 1600 3200 1600 1600 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.29 0.00 0.26 0.39 0.00 0.09 0.02 0.04 0.04 0.01 0.04 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:58:16 Page 13 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future-Volume Alternative) Intersection #10 Jamboree Road (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.964 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: E Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------ I - - - - - -- I--------------- II---------- -- - - -II- - - - - -I Volume Module: Base Vol: 55 1289 131 514 1525 164 89 36 13 178 46 572 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 58 1353 138 540 1601 172 89 36 13 178 46 572 Added Vol: 0 11"7 8 0 156 0 0 0 0 10 0 0 PasserByVOl: 1 101 8 46 116 0 1 4 0 8 0 108 Initial Fut: 59 1571 154 586 1873 172 90 40 13 196 46 680 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 59 1571 0 586 1873 0 90 40 13 196 46 680 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 59 1571 0 586 1873 0 90 40 13 196 46 680 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 59 1571 0 586 1873 0 90 40 13 196 46 680 ------------ --------------- II--------------- II----------- ---- II- --------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 3200 1600 1600 3200 1600 1600 ------------ I --------------- II --------------- II- ------------ - -II -- - - - -I Capacity Analysis Module: Vol /Sat: 0.04 0.33 0.00 0.18 0.39 0.00 0.03 0.03 0.01 0.06 0.03 0.43 Crit Moves: * * ** * * ++ + # #* # « #+ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:15 Page 14 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #11 Jamboree Road (NS) at Santa Barbara Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.561 Loss Time (sec): 0 (Y+R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- II--------------- II----------- ---- 11 - - - - -- -I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 1 0 1 1 1 0 0 1 ------------ I--------------- II--------------- II----------- ---- II---------- - - - - - I Volume Module: Base Vol: 10 1115 289 543 1067 29 33 5 16 39 6 99 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 11 1171 303 570 1120 30 33 5 16 39 6 99 Added Vol: 0 144 0 0 74 0 0 0 0 0 0 0 PasserByVOl: 0 54 3 5 108 1 6 0 0 21 0 16 Initial Fut: 11 1369 306 575 1302 31 39 5 16 60 6 115 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 PHE 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: 11 1369 306 575 1302 31 39 5 16 60 6 115 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 11 1369 306 575 1302 31 39 5 16 60 6 115 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: 11 1369 306 575 1302 31 39 5 16 60 6 115 ------------ --------------- II--------------- II--------------- II - - -- - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 1.00 1.00 1.82 0.18 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 1600 1600 1600 2909 291 1600 ------------ I --------------- II--------------- II --------------- II ---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.29 0.19 0.18 0.27 0.02 0.02 0.00 0.01 0.02 0.02 0.07 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:58:16 Page 14 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Lo3s as Cycle Length %) Method (Future Volume Alternative) Intersection #11 Jamboree Road (NS) at Santa Barbara Drive (EW) * ***4t4*+* #* #* *4 *4 #t # ** * * *t# 444 *4* #* *4 # # *4 *4 * #*4t4 #tot *t *t * *t+ * *ttttt+ *t+ * * * * *tt Cycle (sec): 100 Critical Vol. /Cap.(X): 0.681 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II --------------- II --------------- I Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 1 0 1 1 1 0 0 1 ------------ I --------------- II--------------- II --------------- II-------- -- - -- - - I Volume Module: Base Vol: 17 1176 128 157 1297 74 45 17 16 243 5 458 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 18 1235 134 165 1362 78 45 17 16 243 5 458 Added Vol: 0 125 0 0 165 0 0 0 0 0 0 0 PasserByVol: 0 96 11 15 77 6 2 1 0 10 1 9 Initial Put: 18 1456 145 180 1604 84 47 18 16 253 6 467 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: 18 1456 145 180 1604 84 47 18 16 253 6 467 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 18 1456 145 180 1604 84 47 18 16 253 6 467 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: 18 1456 145 180 1604 84 47 18 16 253 6 467 ------------ --------------- II-----_---_----- II--- ------------ II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 1.00 1.00 1.95 0.05 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 1600 1600 1600 3126 74 1600 - I--------------- 11--------------- II----- ---------- 11--- ------ ---- - -I Capacity Analysis Module: Vol /Sat: 0.01 0.30 0.09 0.06 0.33 0.05 0.03 0.01 0.01 0.08 0.08 0.29 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:15 Page 15 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length S) Method (Future Volume Alternative) Intersection 412 Jamboree Road (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.665 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------I---------------II---------------II---------------II---- Volume Module: Base Vol: 17 340 88 192 291 594 788 1557 19 76 921 102 Growth Adj: 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 17 340 88 202 306 624 827 1635 20 80 967 107 Added Vol: 0 0 0 38 17 20 15 65 0 0 203 129 PasserByVol: 0 1 1 6 1 116 52 84 1 1 49 1 Initial Fut: 17 341 89 246 324 760 894 1784 21 81 1219 237 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 17 341 89 246 324 0 894 1784 21 81 1219 237 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 17 341 89 246 324 0 894 1784 21 81 1219 237 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 17 341 89 246 324 0 894 1784 21 81 1219 237 ------------ I--------------- II--------------- II------ --------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.59 0.41 1.00 2.00 1.00 3.00 3.95 0.05 2.00 4.00 1.00 Final Sat.: 1600 2538 662 1600 3200 1600 4800 6326 74 3200 6400 1600 ------------ I --------------- II--------------- II---- ---------- -II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.13 0.13 0.15 0.10 0.00 0.19 0.28 0.28 0.03 0.19 0.15 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:58:16 Page 15 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +project Evening Peak Hour _ _____ _________ ___ -__ __ Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 412 Jamboree Road (NS) at East Coast Highway (EW) ###* k**# k* k** k# k#* kk#*#***###*##***#** ktk*#** k++# * * # *# ## ## * + *kk * * *k *k *k *k # *kk * ** Cycle (sec): 100 Critical Vol. /Cap.(X): 0.833 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ 1 --------------- 11 --------------- 11 --------------- 11 --------------- Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------ I --------------- II--------------- II--------------- II--------------- I Volume Module: Base Vol: 41 290 79 179 417 856 723 1589 60 132 1729 205 Growth Adj: 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 41 290 79 188 438 899 759 1668 63 139 1815 215 Added Vol: 0 16 0 128 0 37 32 211 0 0 139 77 PasserByVOl: 1 1 4 8 3 78 94 62 0 5 120 10 Initial Put: 42 307 83 324 441 1014 885 1941 63 144 2074 302 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 42 307 83 324 441 0 885 1941 63 144 2074 302 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 307 83 324 441 0 885 1941 63 144 2074 302 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 42 307 83 324 441 0 885 1941 63 144 2074 302 ------------ I --------------- II--------------- 11--------------- II--------------- I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.57 0.43 1.00 2.00 1.00 3.00 3.87 0.13 2.00 4.00 1.00 Final Sat.: 1600 2519 681 1600 3200 1600 4800 6199 201 3200 6400 1600 ------------ I--------------- 11--------------- 11------------- --11---------- - -- --I Capacity Analysis Module: Vol /Sat: 0.03 0.12 0.12 0.20 0.14 0.00 0.18 0.31 0.31 0.04 0.32 0.19 Crit Moves: * * ** * * ** * + ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:15 - Page 16 -1 Back Bay Landing Existing +Growth (Year 2017)+Approved Projects +Cumulative Projects +Project Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #13 Santa Cruz Drive (NS) at San Joaquin Hills Road (EW) Cycle (sec): -100 Critical Vol. /Cap.(X): 0.322 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II --------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 0 1 0 1 0 1 1 0 1 0 2 1 0 1 0 2 1 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 48 4 13 10 7 64 49 512 292 115 265 7 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: 48 4 13 10 7 64 49 512 292 115 265 7 Added Vol: 0 0 0 0 0 0 0 3 0 0 5 0 PasserByVol: 29 0 2 0 1 0 0 75 4 2 10 0 Initial Fut: 77 4 15 10 8 64 49 590 296 117 280 7 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: 77 4 15 10 8 64 49 590 296 117 280 7 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 77 4 15 10 8 64 49 590 296 117 280 7 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: 77 4 15 10 8 64 49 590 296 117 280 7 ------------ --------------- II--------------- II----------- ---- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 0.21 0.79 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.93 0.07 Final Sat.: 3200 337 1263 1600 1600 1600 1600 3200 1600 1600 4683 117 ------------ I --------------- II--------------- II-- ------------- II------- --- -- - - - I Capacity Analysis Module: Vol /Sat: 0.02 0.01 0.01 0.01 0.01 0.04 0.03 0.18 0.19 0.07 0.06 0.06 Crit Moves: * * ** + + ++ + * ++ * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:58:16 Page 16 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +project Evening Peak Your -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future. Volume Alternative) Intersection #13 Santa Cruz Drive (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.356 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A k#****####***# 4**# 4**#*####* 4######* 4+#+ 4** 4t4t4t #4 #4 # **4 # *## #* * *+ *+4 *+# * * * #+#+* Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 0 1 0 1 0 1 1 0 1 0 2 1 0 1 0 2 1 0 ------------ I --------------- II--------------- II--------------- II------ ---- - - -- - I Volume Module: Base Vol: 506 14 135 9 5 24 72 486 178 45 444 20 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: 506 14 135 9 5 24 72 466 178 45 444 20 Added Vol: 0 0 0 0 0 0 0 8 0 0 10 0 PasserByVOl: 11 0 1 1 0 0 0 29 18 2 73 0 Initial Fut: 517 14 136 10 5 24 72 523 196 47 527 20 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: 517 14 136 10 5 24 72 523 196 47 527 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 517 14 136 10 5 24 72 523 196 47 527 20 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: 517 14 136 10 5 24 72 523 196 47 527 20 ------------ 1--------------- II--------------- II--------------- II---------- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 0.09 0.91 1.00 1.00 1.00 1.00 2.18 0.82 1.00 2.89 0.11 Final Sat.: 3200 149 1451 1600 1600 1600 1600 3492 1308 1600 4624 176 ------------ I--------------- II--------------- 11--------------- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.16 0.09 0.09 0.01 0.00 0.02 0.05 0.15 0.15 0.03 0 -.11 0.11 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:15 Page 17 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Morning Peak Hour Level Of Service Computation Report ICU 1(Los3 as Cycle Length %) Method (Future Volume Alternative) Intersection #14 Santa Rosa Drive (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.382 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- 11--------------- 11--------------- II---------- - - - - -I Control: Protected Protected Protected Protected Rights: Ovl Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 1 0 2 0 2 1 0 ------------ I --------------- II--------------- II---------- ----- II------- ---- -- -- I Volume Module: Base Vol: 32 16 75 81 12 39 27 265 207 447 457 101 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: 32 16 75 81 12 39 27 265 207 447 457 101 Added Vol: 0 0 3 0 0 0 0 3 0 9 5 0 PasserByVol: 19 0 27 0 0 0 1 6 77 5 5 0 Initial Fut: 51 16 105 81 12 39 28 274 284 461 467 101 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: 51 16 105 81 12 39 28 274 284 461 467 101 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 51 16 105 81 12 39 28 274 284 461 467 101 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: 51 16 105 81 12 39 28 274 284 461 467 101 OvlAdjVol: 0 --------------------- ------ II--------------- 11 - - -- II---------- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 2.00 2.47 0.53 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3200 1600 3200 3946 854 ------------ I --------------- II--------------- II------- -------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.03 0.01 0.07 0.05 0.01 0.02 0.02 0.09 0.18 0.14 0.12 0.12 Ov1AdjV /S: 0.00 Crit Moves: * * ** * * ** * * ** * * ** **}********************#***#******#******#**#*#*# # * * * * * * * # * * # * } * # * * # } # # * # * # * # * #* Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:58:16 Page 17 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #14 Santa Rosa Drive (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.503 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------- II--------------- II------ ---- ----- II------ ---- - - - - - I Control: Protected Protected Protected Protected Rights: Ovl Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 1 0 2 0 2 1 0 -- --------------- II--------------- II --------------- II---------- -- - -- Volume Module: Base Vol: 221 25 443 73 11 59 67 550 133. 374 280 79 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: 221 25 443 73 11 59 67 550 133 374 280 79 Added Vol: 0 0 9 0 0 0 0 8 0 6 10 0 PasserByVol: 78 0 30 0 0 0 0 9 30 27 7 0 Initial Fut: 299 25 482 73 11 59 67 567 163 407 297 79 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: 299 25 482 73 11 59 67 567 163 407 297 79 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 299 25 482 73 11 59 67 567 163 407 297 79 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: 299 25 482 73 11 59 67 567 163 407 297 79 Ov1Adj VOl: 279 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.33 0.67 2.00 2.37 0.63 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 3728 1072 3200 3791 1009 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.19 0.02 0.30 0.05 0.01 0.04 0.04 0.15 0.15 0.13 0.08 0.08 Ov1AdjV /S: 0.17 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:15 Page 18 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects+Project Morning Peak Hour -------- -- ------------- -------- -- ----- --- -------- Level Of Service Computation Report ICU 1(LOS3 as Cycle Length 9) Method (Future Volume Alternative) Intersection 415 Newport Center Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.419 Loss Time (sec): 0 (Y+R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II---- ____---- ___II___--- ______ - - -I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 --------- - - - I -- ---- II--------------- II--------------- II----- ----- - - - - -I Volume Module: Base Vol: 0 0 0 19 0 69 315 1718 0 0 1051 170 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 19 0 69 331 1804 0 0 1104 179 Added Vol: 0 0 0 0 0 0 1 102 0 0 332 0 PasserByvol: 0 0 0 5 0 20 15 59 0 0 20 2 Initial Fut: 0 0 0 24 0 89 347 1965 0 0 1456 181 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 24 0 0 347 1965 0 0 1456 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 24 0 0 347 1965 0 0 1456 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 24 0 0 347 1965 0 0 1456 0 -- I - - - -- -11 ------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane:, 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------ I --------------- II--------------- II--------------- II - - -- - -I Capacity Analysis Module: Vol /Sat: 0.00.0.00 0.00 0.01 0.00 0.00 0.11 0.41 0.00 0.00 0.30 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:58:16 Page 18 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Evening Peak Hour ------------------------------------------------------ Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #15 Newport Center Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.533 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II--------------- I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ---- I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 164 0 635 314 1268 0 0 1416 128 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 164 0 635 330 1331 0 0 1487 134 Added Vol: 0 0 0 0 0 1 0 339 0 0 215 0 PasserByvol: 0 0 0 6 0 44 21 38 0 0 74 10 Initial Fut: 0 0 0 170 0 680 351 1708 0 0 1776 144 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 170 0 0 351 1708 0 0 1776 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 170 0 0 351 1708 0 0 1776 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 170 0 0 351 1708 0 0 1776 0 ---- --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------ I - - - -- -- --------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.05 0.00 0.00 0.11 0.36 0.00 0.00 0.37 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:15 Page 19 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects+Project- Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #16 Avocado Avenue (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.566 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected - 'Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 1 0 0 1 1 0 3 0 1 1 0 3 0 1 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 98 128 135 57 69 50 190 1071 99 93 1101 165 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 98 128 135 57 69 50 197 1125 51 98 1156 173 Added Vol: 0 0 0 0 0 0 0 102 0 0 332 0 PasserByVol: 0 0 0 5 0 10 59 10 0 0 12 30 Initial Fut: 98 126 135 62 69 60 201 1237 51 98 1500 203 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 98 126 135 62 69 0 201 1237 51 98 1500 203 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 98 128 135 62 69 0 201 1237 51 98 1500 203 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 98 128 135 62 69 0 201 1237 51 98 1500 203 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 9800 1600 1600 9800 1600 ------------ I --------------- II--------------- II------------ --- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.06 0.08 0.08 0.09 0.09 0.00 0.13 0.26 0.03 0.06 0.31 0.13 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 19:58:16 Page 19 -1 ----------------------------------------------------------------------------- Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Evening Peak Hour ----------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) - Intersection #16 Avocado Avenue (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap. M : 0.599 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II ---------- - - - -- i Control: Split Phase Split Phase Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 1 0 0 1 1 0 3 0 1 1 0 3 0 1 ------------ I --------------- II--------------- II----- ---------- II---------- - - - - - I Volume Module: Base Vol: 112 73 110 253 109 139 89 1199 71 100 1055 109 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 112 73 110 253 109 139 93 1259 75 105 1108 109 Added Vol: 0 0 0 0 0 0 0 339 0 0 215 0 PasserByVol: 0 0 0 33 0 69 30 12 1 0 12 13 Initial Fut: 112 73 110 286 109 208 123 1610 76 105 1335 122 User Adj: - 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 112 73 110 286 109 0 123 1610 76 105 1335 122 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 112 73 110 286 109 0 123 1610 76 105 1335 122 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVOlume: 112 73 110 286 109 0 123 1610 76 105 1335 122 ------------ --------------- II--------------- II----- -- -------- II- --------- --- - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.95 0.55 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 2317 883 1600 1600 9800 1600 1600 9800 1600 ------------ I --------------- II --------------- II---- ----------- II--------- --- - - - I Capacity Analysis Module: Vol /Sat: 0.07 0.05 0.07 0.12 0.12 0.00 0.08 0.39 0.05 0.07 0.28 0.08 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:15 Page 20 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection 417 MacArthur Boulevard (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.688 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------- ------ II ---------- - - - - - I Control: Protected Protected Protected Protected Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 2 1 0 1 0 2 0 1 ------------ I--------------- II--------------- II----------- ---- II---- ------ - -- - - I Volume Module: Base Vol: 121 1226 22 792 1718 851 76 347 46 51 360 651 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 127 1287 23 832 1804 894 76 347 46 51 360 651 Added Vol: 0 76 0 0 42 0 0 6 0 0 15 0 PasserByVo1: 2 10 1 1 53 67 37 3 0 6 3 0 Initial Fut: 129 1373 24 833 1899 961 113 356 46 57 378 651 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 129 1373 24 833 1899 0 113 356 46 57 378 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 129 1373 24 833 1899 0 113 356 46 57 378 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 129 1373 24 833 1899 0 113 356 46 57 378 0 ------------ --------------- II--------------- II----- ---------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 2.66 0.34 1.00 2.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 4251 549 1600 3200 1600 ------------ I --------------- II--------------- II--------- ------ II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.04 0.29 0.02 0.26 0.40 0.00 0.02 0.08 0.08 0.04 0.12 0.00 Grit Moves: + + ++ + # ++ # + ++ + + ++ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:58:16 Page 20 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Evening Peak Hour Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #17 MacArthur Boulevard (NS) at San Joaquin Hills Road (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.799 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- --------------- 11 --------------- --------------- Control: Protected Protected Protected Protected Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 2 1 0 1 0 2 0 1 ------------I---------------II---------------II---------------11------ Volume Module: Base Vol: 35 1391 13 666 1547 366 647 313 117 31 292 399 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 37 1461 14 699 1624 384 647 313 117 31 292 399 Added Vol: 0 64 0 0 77 0 0 17 0 0 15 0 PasserByVOl: 2 57 6 1 35 38 92 3 0 3 3 0 Initial Fut: 39 1582 20 700 1736 422 739 333 117 34 310 399 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 39 1582 20 700 1736 0 739 333 117 34 310 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 39 1582 20 700 1736 0 739 333 117 34 310 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 39 1582 20 700 1736 0 739 333 117 34 310 0 --------------------------- II--------------- II--------------- 11 - --- - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 2.22 0.78 1.00 2.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 3552 1248 1600 3200 1600 ------------ I--------------- II--------------- 11--------------- II---- -- ---- - - - - -I Capacity Analysis Module: Vol /Sat: 0.01 0.33 0.01 0.22 0.36 0.00 0.15 0.09 0.09 0.02 0.10 0.00 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:15 Page 21 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +project Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection 018 MacArthur Boulevard (NS) at San Miguel Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.594 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II-- ----- --- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 1 1 0 2 0 1 1 0 ------------ I - - - -- --- II--------------- II--------------- II---------- - - - - -I Volume Module: Base Vol: 123 1123 147 3 809 637 192 79 38 190 261 6 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 129 1179 154 3 849 669 192 79 38 190 261 6 Added Vol: 37 76 1 0 42 0 0 0 11 3 0 0 PasserByVol: 2 2 0 1 1 57 8 4 9 0 13 0 Initial Put: 168 1257 155 - 4 892 726 200 83 58 193 -274 6 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: 168 1257 155 4 892 726 200 83 58 193 274 6 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 168 1257 155 4 892 726 200 83 58 193 274 6 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: 168 1257 155 4 892 726 200 83 58 193 274 6 Ov1AdjVol: 655 ------ ---- - -I - -- ----- 11--------------- 11--------------- 11---------- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 1.18 0.82 2.00 1.96 0.04 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 1884 1316 3200 3131 69 ------ --- --- I --------------- 11 ------ 11--- ---------- -- 11--------- -- - - - -I Capacity Analysis Module: Vol /Sat: 0.05 0.26 0.10 0.00 0.19 0.45 0.04 0.04 0.04 0.06 0.09 0.09 Ov1AdjV /S: 0.41 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Sat Jan 12, 2013 14:58:16 Page 21 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle. Length 8) Method (Future Volume Alternative) Intersection #18 MacArthur Boulevard (NS) at San Miguel Drive (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.535 Loss Time (sec): 0. (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II ---------- - - - - - I Control: Protected Protected Split Phase Split Phase Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 3 0 1 1 0 2 0 1 1 0 ------------ I --------------- II--------------- II-- ------------- II--------- - - - - - - I Volume Module: Base Vol: 91 771 212 11 1107 451 668 331 126 225 173 35 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 96 810 223 12 1162 474 668 331 126 225 173 35 Added Vol: 22 64 5 0 77 0 0 0 37 6 0 0 PasserByVol: 6 2 0 1 1 32 63 25 12 0 22 0 Initial Fut: 124 876 228 13 1240 506 731 356 175 231 195 35 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: 124 876 228 13 1240 506 731 356 175 231 195 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 124 876 228 13 1240 506 731 356 175 231 195 35 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: 124 876 228 13 1240 506 731 356 175 231 195 35 OvlAdj Vol: 240 _----------- I --------------- II--------------- II- - - - - -- ---------- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 .1.00 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 3.00 1.34 0.66 2.00 1.70 0.30 Final Sat.: 3200 4800 1600 3200 4800 1600 4800 2145 1055 3200 2713 487 ------------ I --------------- II--------------- II-- ------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.04 0.18 0.14 0.00 0.26 0.32 0.15 0.17 0.17 0.07 0.07 0.07 Ov1AdjV /S: 0.15 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:15- Page 22 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Morning Peak Hour ------------ ------------------------ - - --- - -- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 419 MacArthur Boulevard (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.795 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- ll--_------------ II--------------- il-------- -- - - - - - I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------ --------------- II--------------- II--------------- II---------- -- - - - I Volume Module: Base Vol: 0 0 0 793 0 247 575 1000 0 0 1144 862 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 833 0 259 604 1050 0 0 1201 905 Added Vol: 0 0 0 49 0 '7 4 98 0 0 325 110 PasserByVol: 0 0 0 9 0 0 1 14 0 0 39 2 Initial Fut: 0 0 0 891 0 266 609 1162 0 0 1565 1017 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 891 0 0 609 1162 0 0 1565 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 -0 0 0 Reduced Vol: 0 0 0 891 0 0 609 1162 0 0 1565 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 0 0 0 891 0 0 609 1162 0 0 1565 0 ------- ----- - - - - -- I--------------- II--------------- II---------- - - - -- I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ---- -------- I ---- -------- - - -II- --- ---II---- - ----- - - - -II -I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.28 0.00 0.00 0.19 0.24 0.00 0.00. 0.33 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Sat Jan 12, 2013 15:11:35 Page 1 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +project Evening Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #19 MacArthur Boulevard (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.753 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II-_------------- II---------- - - - - - I Control: Protected Protected Protected Permitted Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 981 0 323 298 1277 0 0 1136 789 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 1030 0 339 313 1341 0 0 1193 828 Added Vol: 0 0 0 109 0 11 10 329 C 0 204 81 PasserByVol: 0 0 0 3 0 0 1 41 0 0 21 5 Initial Fut: 0 0 0 1142 0 350 324 1711 0 0 1418 914 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 1142 0 0 324 1711 0 0 1418 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 1142 0 0 324 1711 0 0 1418 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 1142 0 0 324 1711 0 0 1418 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------ I --------------- II--------------- II---------- ----- II---------- - - -- - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.36 0.00 0.00 0.10 0.36 0.00 0.00 0.30 0.00 Crit Moves: * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA APPENDIX D Trip Generation — Existing Project Site and Additional Sources Table D -1 Existing Project Driveway Count Summary RV /Boat Storage and Kayak Launch Tuesday Wednesday Average' In Out Total In Out Total In Out Total Period Morning Peak Hour 7:00 AM -8:00 AM 1 0 1 0 0 0 1 0 1 7:15 AM -8:15 AM 1 1 2 0 0 0 1 1 2 7:30 AM - 8:30 AM 1 1 2 1 0 1 1 1 2 7:45 AM -8:45 AM 2 1 3 1 1 2 2 1 3 8:00 AM -9:00 AM 1 1 2 2 1 3 2 1 3 Evening Peak Hour 4:00 PM -5:00 PM 2 4 6 3 5 8 3 5 8 4:15 PM -5:15 PM 2 1 3 3 3 6 3 2 5 4:30 PM -5:30 PM 3 2 5 2 3 5 3 3 6 4:45 PM -5:45 PM 3 3 6 2 1 3 3 2 5 5:00 PM -6:00 PM 3 2 5 0 0 0 2 1 3 Daily 38 39 39 Other Uses Tuesday Wednesday Average' In Out Total In Out Total In Out Total Period Morning Peak Hour 7:00 AM -8:00 AM 8 7 15 6 2 8 7 5 12 7:15 AM -8:15 AM 8 7 15 7 3 10 8 5 13 7:30 AM -8:30 AM 7 7 14 6 4 10 7 6 13 7:45 AM -8:45 AM 6 4 10 3 7 10 5 6 11 8:00 AM -9:00 AM 5 4 9 4 9 13 5 7 12 Evening Peak Hour 4:00 PM -5:00 PM 6 5 11 5 12 17 6 9 15 4:15 PM -5:15 PM 5 5 10 5 13 18 5 9 14 4:30 PM - 5:30 PM 7 1 8 5 14 19 6 8 14 4:45 PM - 5:45 PM 7 1 8 9 11 20 8 6 14 5:00 PM -6:00 PM 6 1 7 10 12 22 8 7 15 Daily 184 226 205 1 8 = Peak Hour of Trip Generation ' The "other uses" include trips from the existing marina, Pearson's Port, and some parking from the adjacent residential uses, which will remain after the proposed project is constructed. Only the RV /boat storage and kayak launch land uses would be displaced by the proposed project. Table D -2 Back Bay Landing Project Driveway Count Tuesday 11/13/12 Time RV /Boat Storage and Kayak Launch Other Uses In Out Total In Out Total 12:00 Midnight 1 1 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 1 1 6:00 AM 1 1 1 1 2 Morning Peak Hour 7:00 AM 1 2 3 7:15 AM 2 2 7:30 AM 3 4 7 7:45 AM 1 1 2 1 3 8:00 AM 1 1 1 2 3 8:15 AM 1 1 8:30 AM 1 1 2 1 3 8:45 AM 1 1 2 9:00 AM 1 1 8 5 13 10:00 AM 1 3 4 8 9 17 11:00 AM 18 8 26 12:00 PM 3 5 8 1:00 PM 3 2 5 6 6 12 2:00 PM 2 3 5 9 15 24 3:00 PM 2 2 4 6 11 17 Evening Peal< Hour 4:00 PM 1 3 4 2 1 3 4:15 PM 1 1 1 4 5 4:30 PM 1 1 4:45 PM 1 1 2 2 5:00 PM 1 1 1 1 2 5:15 PM 2 1 3 3 3 5:30 PM 1 1 1 1 5:45 PM 1 1 6:00 PM 1 1 21 1 1 7:00 PM 1 1 1 3 4 8:00 PM 1 1 5 4 9 9:00 PM 2 2 4 10:00 PM 1 2 3 11:00 PM Total 17 21 38 93 91 184 3 = underline indicates one RV or car with trailer entered /exited the site during this time period and has been counted as two passenger car equivalents. Table D -3 Back Bay Landing Project Driveway Count Wednesday 11/14/12 Time RV /Boat Storage and Kayak Launch Other Uses In Out Total In Out Total 12:00 Midnight 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 1 6:00 AM 3 3 6 Morning Peak Hour 7:00 AM 1 1 7:15 AM 1 1 2 7:30 AM 3 1 4 7:45 AM 1 1 8:00 AM 2 1 3 8:15 AM 1 1 2 2 8:30 AM 1 1 4 4 8:45 AM 1 1 2 2 4 9:00 AM 2 3 5 8 7 15 10:00 AM 3 3 9 7 16 11:00 AM 1 3 4 9 5 14 12:00 PM 2 1 3 5 7 9 16 1:00 PM 2 4 61 15 11 26 2:00 PM 14 14 28 3:00 PM 2 2 7 10 17 Evening Peak Hour 4:00 PM 2 2 3 3 4:15 PM 1 1 3 2 5 4:30 PM 1 2 2 4 4 4:45 PM 2 1 31 2 3 5 5:00 PM 4 4 5:15 PM 3 3 6 5:30 PM 4 1 5 5:45 PM 3 4 7 6:00 PM 1 1 2 2 4 7:00 PM 1 1 8:00 PM 1 1 21 4 4 8 9:00 PM 1 1 2 10:00 PM 11:00 PM 1 11 12 Total 19 20 39 106 120 226 3 = underline indicates one RV or car with trailer entered /exited the site during this time period and has been counted as two passenger car equivalents. TABLE D -1 TRIP GENERATION STUDY Wednesday September 26, 2007 Dry Stack Boat Storage Facility, Newport Beach D-\ Trip Generation Study Time Number of People Number of Cars Began Iii Out Totat In Out Total 7:00 AM 5 0 5 5 0 5 7:15 AM 0 0 0 0 0 0 7:30 AM 2 0 2 2 0 2 7:45 AM 0 1 1 0 1 1 8:00 AM 0 0 0 0 0 0 8:15 AM 0 1 1 0 1 1 8:30 AM 0 0 0 0 0 0 8:45 AM 2 0 2 2 0 2 4:00 PM 0 0 0 0 0 0 4:15 PM 2 1 3 1 1 2 4:30 PM 0 0 0 0 0 0 4:45 PM 0 1 1 0 l 1 5:00 PM 0 6 6 0 3 3 5:15 PM 0 0 0 0 0 0 5:30 PM 1 0 1 1 0 1 5:45 PM 0 5 5 0 5 5 Total 12 15 27 11 12 23 D-\ TABLE D -2 TRIP GENERATION STUDY Thursday September 27, 2007 Dry Stack Boat Storage Facility, Newport Beach 't�—Z Trip Generation Study 'Time Number of People .Number of Cars Began Li Out Total In Out Total 7:00 AM 6 0 6 6 0 6 7:15 AM 0 0 0 0 0 0 7:30 AM 2 0 2 2 0 2 7:45 AM 0 0 0 0 0 0 8:00 AM 1 1 2 1 1 2 8:15 AM 0 1 1 0 1 1 8:30 AM 2 0 2 2 0 2 8:45 AM 0 0 0 0 0 0 4:00 PM 1 0 1 1 0 1 4:15 PM 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 5:00 PM 0 3 3 0 2 2 5:15 PM 0 1 1 0 1 1 5:30 PM 0 2 2 0 1 1 5:45 PM 0 5 5 0 5 5 Total 12 13 25 12 11 23 't�—Z TABLE D -3 TRIP GENERATION STUDY Friday September 28, 2007 Dry Stack Boat Storage Facility, Newport Beach 'qe3 Trip Gene_radim Study, Time Number of People Number of Cars Began . In Out Total In Out TotaL _ 7:00 AM 5 0 5 5 0 5 7:15 AM 1 0 1 1 0 1 7:30 AM 0 0 0 0 0 0 7:45 AM 1 0 1 1 0 1 8:00 AM 5 1 6 3 1 4 8:15 AM 0 1 1 0 1 1 8:30 AM 1 1 2 1 1 2 8:45 AM 0 1 1 0 1 1 9:00 AM 0 1 1 0 1 1 9:15 AM 3 0 3 3 0 3 9:30 AM 0 0 0 0 0 0 9:45 AM 0 0 0 0 0 0 10:00 AM 0 0 0 0 0 0 10:15 AM 2 0 2 2 0 2 10:30 AM 0 2 2 0 2 2 10:45 AM 0 0 0 0 0 0 11:00 AM 0 0 0 0 0 0 11:15 AM 1 0 1 1 0 1 11:30 AM 0 0 0 0 0 0 11:45 AM 0 0 0 0 0 0 12:00 PM 1 1 2 1 1 2 12:15 PM 0 0 0 0 0 0 12:30 PM 1 1 2 1 1 2 12:45 PM 0 0 0 0 0 0 'qe3 TABLE D-3 (CONTINUED) TRIP GENERATION STUDY Friday September 28, 2007 Dry Stack Boat Storage Facility, Newport Beach Time Trip Generation Study Number of People NumGer of Cars Began In Out Total In Out Total 1:00 PM 0 1 1 0 1 1 1:15 PM 1 0 1 1 0 1 1:30 PM 2 0 2 2 0 2 1:45 PM 0 0 0 0 0 0 2:00 PM 0 0 0 0 0 0 2:15 PM 0 1 1 0 1 1 2:30 PM 1 2 3 1 2 3 2:45 PM 2 0 2 2 0 2 3:00 PM 0 2 2 0 2 2 3:15 PM 0 0 0 0 0 0 3:30 PM 1 2 3 1 2 3 3:45 PM 1 0 1 1 0 1 4:00 PM 1 2 3 1 1 2 4:15 PM 1 0 1 1 0 1 4:30 PM 1 0 l 1 0 1 4:45 PM 0 3 3 0 3 3 5:00 PM 0 1 l 0 1 1 5:15 PM 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 5:45 PM 0 5 5 0 5 5 Total 32 28 60 30 27 57 v -y TABLE D -4 TRIP GENERATION STUDY SUMMARY Dry Stack Boat Storage Facility, Newport Beach -S I -S TABLE D -4 (CONTINUED) TRIP GENERATION STUDY Dry Stack Boat Storage Facility, Newport Beach Time Trip Generation Study ' Wed Sept 26th _ Thar Sept 27th Fri Sept 28tH Highest In and Out Value ilegan to Out In Out In Out In Out Total 1:00 PM 0 1 0 1 1 1:15 PM 1 0 1 0 1 1:30 PM 2 0 2 0 2 1:45 PM -- -- -- -- 0 0 0 0 0 2:00 PM 0 0 0 0 0 2:15 PM 0 1 0 1 1 2:30 PM 1 2 1 2 3 2:45 PM 2 0 2 0 2 3:00 PM 0 2 0 2 2 3:15 PM 0 0 0 0 0 3:30 PM 1 2 1 2 3 3:45 PM 1 0 1 0 1 4:00 PM 0 0 1 0 1 1 1 1 2 4:15 PM 1 1 0 0 1 0 1 1 2 4:30 PM 0 0 0 0 1 0 1 0 1 4:45 PM 0 1 0 0 0 3 0 3 3 5:00 PM 0 3 0 2 0 1 0 3 3 5:15 PM 0 0 0 1 0 0 .0` 1 t 5:30 PM 1 0 0 1 0 0 1, 1 2 5:45 PM 0 5 0 5 0 5 0 5 5 Total 11 12 12 11 30 1 27 37 33 70 Notes: Trip generation study based on a facility with a total of 230 dry stack spaces. Ua: \..�c `l04 °•ES _ rt .3 ^. �.,( •� ^, � ._ -�j L = -,♦ v �' $y i+_.. e.� ti.�1 J _ t �.�•, M U — V APPENDIX E Approved Project Data Traffic Phasing Data 10- AUG -12 Projects Less Than 100% Complete page: 1 Project Number Project Name Percent 148 FASHION ISLAND EXPANSION 40% 154 TEMPLE BAT YAHM EXPANSION 65% 555 CIOSA - IRVINE PROJECT 91 % 910 NEWPORT DUNES 0% 945 HOAG HOSPITAL PHASE III 0% 949 ST. MARK PRESBYTERIAN CHU 77% 954 OLQA CHURCH EXPANSION 0% 955 2300 NEWPORT BLVD 0% 957 NEWPORT EXECUTIVE COURT 0% 958 HOAG HEALTH CENTER 75% 959 NORTH NEWPORT CENTER 0% 960 SANTA BARBARA CONDO (MARR 0% 961 NEWPORT BEACH CITY HALL & 0% 962 328 OLD NEWPORT MEDICAL O 0% 963 COASTLINE COMMUNITY COLLE 0% 964 BAYVIEW MEDICAL OFFICE - 0% 965 MARINER'S POINTE 23,015 S 0% 966 4221 DOLPHIN STRIKER - 13 0% 10- AUG -12 Traffic Phasing Ordinance page 1 Approved Projects 80% Volume Summary Intersection Report Int. Number Int. Name 5060 SANTA CRUZ DR/ SAN JOAQUIN HILLS RD BIG CANYON DR W I 1 Hr Peak Totals 1 Hr Peak NB SB - ---------------------- EB - WB ------- - - - - -- NL NT NR SL ST SR - ..---- ---- ------ - - - - -- ---- -- ---------------- EL - ------------- ET ER - - - - -- WL ----------------------_--- WT WR AM 31 1 79 12 29 2 1 75 4 2 10 PM 12 1 47 74 11 1 1 29 18 2 73 Int. Number Int. Name t;15 5065 SANTA ROSA DR/ SAN JOAQUIN HILLS RD BIG CANYON DR E 1 Hr Peak Totals 1 Hr Peak NB SB ---------- _------- EB WB ----------- NL NT NR SL ST SR -- ----- --- ----- -- ---- --- ------------------- - - - - -- EL ------------------- ET ER - - - - -- WL ------------------------ WT WR AM 47 84 10 19 27 1 6 77 5 5 PM 108 39 34 78 30 9 30 27 7 Int. Number Int. Name X11 5070 SAN JOAQUIN HILLS RD / MACARTHUR BLVD 1 Hr Peak Totals 1 Hr Peak NB SB ----------------- - EB WB ----- - ------ NL NT NR SL ST SR ------------- ------ --- ---------------- - - - - -- EL ------------------- ET ER - - - - -- WL - WT WR AM 13 121 40 10 2 10 1 1 53 67 37 3 .._.___-- 6 3 PM 65 75 95 7 2 57 6 1 35 38 92 3 3 3 0.19 Int. Number Int. Name 7135 MACARTHUR BLVD /SAN MIGUEL DR 1 Hr Peak Totals 1 Hr Peak NB SB --- - ------ -- ----------- EB WB - - - - -- NL NT NR SL ST SR ----------- --- -- ---- --------------------- EL ---------- ET ------ ER -- ---- WL ---------------------------- WT WR AM 3 58 21 13 2 2 1 1 57 8 4 9 13 PM 8 34 99 22 6 2 1 1 32 63 25 12 22 10-AUG-12 Traffic Phasing Ordinance page 1 - Approved Projects 80% Volume Summary Intersection Report Int. Number Int. Name 5045 JAMBOREE RD / SAN JOAQUIN HILLS RD 1 Hr Peak Totals 1 Hr Peak x.10 NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR - ---------------------------- - - - - -- ------------- -- - -- ---- --- -- -- ------- - - - - -- ------------------- - - - - -- ------------------------- AM 79 186 51 75 4 45 141 10 41 PM 109 162 5 116 1 101 8 46 116 1 4 8 108 Int. Number Int. Name I 5055 JAMBOREE RD / COAST HWY E 1 Hr Peak Totals 1 Hr Peak NB SB EB WB NL NT NR SL ST SR E- ET ER WL WT WR - -- ---- ------- -- ------ - - - -- ---------------- ----- -- ----------------------- -------------------- AM 2 123 136 50 1 1 6 1, 116 52 84 1 1 49 1 PM 6 89 156 135 1 1 4 8 3 78 94 62 5 120 10 Int. Number Int. Name Ili 5310 JAMBOREE RD / SANTA BARBARA DR 1 Hr Peak Totals 1 Hr Peak NB SB EB WB NL NT N.R. SL ST SR EL ET ER WL WT WR AM 57 113 6 36 54 3 5 108 1 6 21 16 PM 107 98 3 20 96 11 15 77 6 2 1 10 1 9 Int. Number Int. Name f6 5330 NEWPORT CENTER DR/ COAST HWY E 1 Hr Peak Totals NB SB - WB NL NT NR --- ._.-------- - - - - - -- ----------------------- AM 25 74 22 PM 50 59 84 1 Hr Peak SL ST SR EL ET ER WL WT WR 5 20 15 59 20 2 6 44 21 38 74 10 10- AUG -12 Traffic Phasing Ordinance page 2 Approved Projects 80% Volume Summary Intersection Report Int. Number Int. Name 5335 MACARTHUR BLVD / COAST HWY E $I� 1 Hr Peak Totals 1 Hr Peak NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR --- ----- __-- ._- -- -- -- - - - - -. ___._-- ----- --- - -- ------------------------- AM 10 15 42 9 1 1 14 39 2 PM 3 42 26 3 1 41 21 5 Int. Number Int. Name P-1 5440 COAST HWY E / BAYSIDE DR 1 Hr Peak Totals 1 Hr Peak NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR - ------ --- -- -------- -- --- - - - - - - -------------------- - - -_.- - --- ---- -- --- - - - - -- - -------------- - - - - -- -------------------------- AM 2 62 130 64 1 1 44 18 35 95 64 PM 3 100 111 127 3 71 29 26 83 2 127 Int. Number Int. Name -0110 6085 COAST HWY E / AVOCADO AVE 1 Hr Peak Totals 1 Hr Peak NB SB EB WB NL NT NR SL ST SR EL ET ER WL Wf WR AM 15 64 42 5 10 54 10 12 30 PM 102 42 25 33 69 30 12 1 12 13 Int. Number Int. Name 41 2620 NEWPORT BLVD / COAST HWY W 1 Hr Peak Totals 1 Hr Peak NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR ---- --- -- -------------- - - - - -- ------------------ - - - - -- ---- -- ------------ - - - - -- - ---------------- - - - - -- ----------------------- AM 61 35 47 26 35 31 4 46 2 PM 61 98 62 41 19 90 7 51 11 10- AUG -12 Traffic Phasing Ordinance page s Approved Projects 80 %® Volume Summary Intersection Report Int. Number Int. Name 2636- - --------------- 2630. RIVERSIDE AVE / COAST HWY W t'%. 1 Hr Peak Totals 1 Hr Peak NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR -------------- .......--- ---- - ----- ------------- - - - ---- ------------------- - - - - -- - --- -------- ------ --- ------------------------ AM 1 128 94 1 128 94 PM 2 142 156 2 142 155 1 Int. Number Int. Name ------------ - - - - -- -- --- -- - -- �3 2635 COAST HWY W / TUSTIN AVE 1 Hr Peak Totals 1 Hr Peak NB SB EB WB NL NT NR SL ST SR EL ET ER WL W T WR ----------------------------- - - - - -- - _.-- --- --- -------- -- -------- ---------- ---- ------------------- - - - - -- ---------_.-..------------ AM 133 94 133 94 PM 143 157 143 157 Int. _Numb er Int. Name *4 3385 IRVINE AVE / 19TH ST DOVER DR 1 Hr Peak Totals 1 Hr Peak NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR ------------------------------ - - - - -- -- ------ ---- --- --- - - -- --- ------ -- ---- - - - - -- ------------------- - - - - -- ------------------------ AM 1 2 4 1 1 2 1 1 2 PM 2 5 3 1 1 3 2 1 2 Int. Number Int. Name 3260 16TH ST / DOVER DR 1 Hr Peak Totals 1 Hr Peak NB SB EB WB NL NT NR SL S- SR EL ET ER WL WT WR AM 3 4 2 7 1 2 1 1 2 2 1 2 4 PM 17 14 2 4 1 14 2 4 10 1 2 1 4 10- AUG -12 Traffic Phasing Ordinance page 4 Approved Projects 80% Volume Summary Intersection Report Int. Number Int. Name 3275 IRVINE AVE / 17TH ST WESTCLIFF DR t�5 1 Hr Peak Totals - 1 Hr Peak NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR AM 1 4 6 6 1 1 1 3 1 4 1 6 PM 6 26 11 2 4 7 19 10 1 nt. Number Int. Name lb (0 3290 DOVER DR/ WESTCLIFF DR 1 Hr Peak Totals 1 Hr Peak NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR - ----------------------------- - - -... ------------------- - - - --- - ----- ------------- -- ------ ---- - -- - -- -------------------------- AM 5 2 2 1 4 2 2 PM 8 5 8 3 5 5 8 Int. Number Int. Name iL$ 3060 COAST HWY W / DOVER DR BAYSHORE DR 1 Hr Peak Totals 1 Hr Peak NB SB EB WB NL NT NR SL ST -SR EL ET ER WL WT WR AM 28 129 95 19 9 9 120 86 9 PM 29 150 176 13 16 27 123 150 26 APPENDIX F Regional Traffic Annual Growth Rate CITY OF NEWPORT BEACH REGIONAL TRAFFIC ANNUAL GROATS RATE COAST HIGHWAY East city limit to MacArthur Boulevard 1% MacArthur Boulevard to Jamboree Road it Jamboree Road to Newport Boulevard 1% Newport Boulevard to west city limit 1% IRVINE AVENUE All JAMBOREE ROAD it Coast Highway to San Joaquin Hills Road 1% San Joaquin Hills Road to Bison it Bison to Bristol 1% Bristol to Campus. 1% MACARTHUR BOULEVARD Coast Highway to San Joaquin Bills Road 1% San Joaquin Hills Road to north city limit 1% NEWPORT BOULEVARD Coast Highway to north city limit 1% Street segments not listed are assumed to have 0% regional growth. APPENDIX G TPO One - Percent Analysis Calculation Worksheets 1% TRAFFIC VOLUME ANALYSIS INTERSECTION I: NEWPORT BOULEVARD& WEST COAST HIGHWAY Existing Traffic Volumes Based on Year 2011 -2011 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 0 0 0 0 0 0 Southbound 734 37 61 832 8 7 Eastbound 2243 112 31 2386 24 7 Westbound 1222 1 61 1 48 1 1331 1 13 1 10 Project Traffic is emmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic Is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utilization (ICU) Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION I: NEWPORT BOULEVARD& WEST COAST HIGHWAY Existing Traffic Volumes Based on Year 2011 -2011 JIM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 0 0 0 0 0 0 Southbound 1054 53 60 1167 12 9 Eastbound 1535 77 90 1702 17 8 Westbound 2278 1 114 1 62 1 2454 1 25 1 19 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estmated to be equal to or greater than 1 % of Projected Peak Hour Traffic Volumes. Intersection Capacity Collection (ICU) Analysis is required. PROJECT: BACK BAY LANDING DATE: 2/8/2013 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 2: RIVERSIDE AVENUE& WEST COAST HIGHWAY Existing Traffic Volumes Based on Year 2011 -2012 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 7 0 0 7 0 0 Southbound 501 0 1 502 5 0 Eastbound 2261 113 128 2502 25 21 Westbound 1167 1 58 1 94 1 1319 1 13 1 16 Project Traffic is estmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic Is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utilization (ICU) Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 2: RIVERSIDE AVE NU E& WEST COAST HIGHWAY Existing Traffic Volumes Based on Year 2011 -2012 JIM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 30 0 0 30 0 0 Southbound 570 0 2 572 6 0 Eastbound 1697 85 142 1924 19 24 Westbound 2358 1 118 1 156 1 2632 1 26 1 28 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estmated to be equal to or greater than 1 % of Projected Peak Hour Traffic Volumes. Intersection Capacity Collection (ICU) Analysis is required. PROJECT: BACK BAY LANDING DATE: 2/8/2013 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 3: TUSTIN AVE NUE& WEST COAST HIGHWAY Existing Traffic Volumes Based on Year 2011 -2012 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 0 0 0 0 0 0 Southbound 52 0 0 52 1 0 Eastbound 1920 96 133 2149 21 21 Westbound 1234 1 62 1 94 1 1390 1 14 1 16 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic Is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utilization (ICU) Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 3: TUSTIN AVENUE& WEST COAST HIGHWAY Existing Traffic Volumes Based on Year 2011 -2011 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 3 0 0 3 0 0 Southbound 78 0 0 78 1 0 Eastbound 1541 77 143 1761 18 24 Westbound 2276 1 114 1 157 1 2547 1 25 1 28 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estmated to be equal to or greater than 1 % of Projected Peak Hour Traffic Volumes. Intersection Capacity Collection (ICU) Analysis is required. PROJECT: BACK BAY LANDING DATE: 2/8/2013 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 4: IRVINE AVENUE & 19TH STREET /DOVER DRIVE Existing Traffic Volumes Based on Year 2011 -2012 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 832 42 2 876 9 2 Southbound 888 44 3 935 9 6 Eastbound 247 0 0 247 2 0 Westbound 353 1 0 1 3 1 356 1 4 1 2 Project Traffic is estmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utilization (ICU) Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 4: IRVINE AVENUE & 19TH STREET /DOVER DRIVE Existing Traffic Volumes Based on Year 2011 -2011 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 796 40 2 838 8 4 Southbound 1413 71 5 1489 15 6 Eastbound 220 0 0 220 2 0 Westbound 446 1 0 1 3 1 449 1 4 1 4 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estmated to be equal to or greater than 1 % of Projected Peak Hour Traffic Volumes. Intersection Capacity Collection (ICU) Analysis is required. PROJECT: BACK BAY LANDING DATE: 2/8/2013 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 5: IRVINE AVENUE & 17TH STREET /WESTCLIFF DRIVE Existing Traffic Volumes Based on Year 2011 -2012 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 817 41 2 860 9 0 Southbound 748 37 4 789 8 3 Eastbound 888 0 6 894 9 7 Westbound 490 1 0 1 6 1 496 1 5 1 7 Project Traffic is estmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utilization (ICU) Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 5: IRVINE AVENUE & 17TH STREET /WESTCLIFF DRIVE Existing Traffic Volumes Based on Year 2011 -2011 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 817 41 0 858 9 0 Southbound 1277 64 6 1347 13 3 Eastbound 938 0 26 964 30 7 Westbound 722 1 0 1 11 1 733 1 7 1 13 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estmated to be equal to or greater than 1 % of Projected Peak Hour Traffic Volumes. Intersection Capacity Collection (ICU) Analysis is required. PROJECT: BACK BAY LANDING DATE: 2/8/2013 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 6: DOVER DRIVE & WESTCLIFF DRIVE Existing Traffic Volumes Based on Year 2011 -2012 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 773 0 5 778 8 30 Southbound 583 0 2 585 6 7 Eastbound 576 0 2 578 6 11 Westbound 0 1 0 1 0 1 0 1 0 1 0 Project Traffic is estmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic Is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utilization (ICU) Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 6: DOVER DRIVE & WESTCLIFF DRIVE Existing Traffic Volumes Based on Year 1011 -2012 JIM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 1093 0 8 1101 11 22 Southbound 472 0 5 477 5 7 Eastbound 624 0 8 632 6 11 Westbound 0 1 0 1 0 1 0 1 0 1 0 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estmated to be equal to or greater than 1 % of Projected Peak Hour Traffic Volumes. Intersection Capacity Collection (ICU) Analysis is required. PROJECT: BACK BAY LANDING DATE: 2/8/2013 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 7: DOVER DRIVE & 16TH STREET Existing Traffic Volumes Based on Year 2011 -2012 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 848 0 4 852 9 12 Southbound 997 0 3 1000 10 17 Eastbound 259 0 2 261 3 3 Westbound 113 1 0 1 7 1 120 1 1 1 0 Project Traffic is estmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utilization (ICU) Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 7: DOVER DRIVE & 16TH STREET Existing Traffic Volumes Based on Year 2011 -2011 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 1198 0 17 1215 12 26 Southbound 918 0 14 932 9 17 Eastbound 210 0 3 213 2 3 Westbound 116 1 0 1 5 1 121 1 1 1 0 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estmated to be equal to or greater than 1 % of Projected Peak Hour Traffic Volumes. Intersection Capacity Collection (ICU) Analysis is required. PROJECT: BACK BAY LANDING DATE: 2/8/2013 1% TRAFFIC VOLUME ANALYSIS INTERSECTION B: DOVER Dill VE& WEST COAST HIG HWAY Existing Traffic Volumes Based on Year 2011 -2011 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 111 0 0 111 1 0 Southbound 1130 0 28 1158 12 24 Eastbound 1990 100 129 2219 22 21 Westbound 1906 1 95 1 95 1 2096 1 21 1 30 Project Traffic is estmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic Is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utilization (ICU) Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION B: DOVER DRIVE& WEST COAST HIGHWAY Existing Traffic Volumes Based on Year 2011 -2011 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 98 0 0 98 1 0 Southbound 1025 0 29 1054 11 24 Eastbound 1618 81 150 1849 18 24 Westbound 3272 1 164 1 176 1 3612 1 36 1 59 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estmated to be equal to or greater than 1 % of Projected Peak Hour Traffic Volumes. Intersection Capacity Collection (ICU) Analysis is required. PROJECT: BACK BAY LANDING DATE: 2/8/2013 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 9: BAYSIDE DRIVE& EAST COAST HIGHWAY Existing Traffic Volumes Based on Year 2011 -2012 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 421 0 2 423 4 7 Southbound 71 0 62 133 1 55 Eastbound 2751 138 130 3019 30 46 Westbound 1528 1 76 1 64 1 1668 1 17 1 19 Project Traffic is estmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic Is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utilization (ICU) Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 9: BAYS DE DRIVE& EAST COAST HIGHWAY Existing Traffic Volumes Based on Year 2011 -2011 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 447 0 3 450 5 7 Southbound 77 0 100 177 2 95 Eastbound 2418 121 111 2650 27 48 Westbound 2943 1 147 1 127 1 3217 1 32 1 28 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estmated to be equal to or greater than 1 % of Projected Peak Hour Traffic Volumes. Intersection Capacity Collection (ICU) Analysis is required. PROJECT: BACK BAY LANDING DATE: 2/8/2013 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 10. JAM BOREE ROAD& SAN IOACLU I N HILLS ROAD Existing Traffic Volumes Based on Year 2011 -2012 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 1276 64 79 1419 14 13 Southbound 2426 121 186 2733 27 8 Eastbound 395 0 0 395 4 0 Westbound 148 1 0 1 51 1 199 1 2 1 4 Project Traffic is estmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utilization (ICU) Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 10. JAM BOREE ROAD& SAN IOACLU I N HI LLS ROAD Existing Traffic Volumes Based on Year 2011 -2011 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 1475 74 110 1659 17 17 Southbound 2203 110 162 2475 25 13 Eastbound 138 0 5 143 1 0 Westbound 796 1 0 1 116 1 912 1 9 1 4 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estimated to be equal to or greater than 1 % of Projected Peak Hour Traffic Volumes. Intersection Capacity Collection (ICU) Analysis is required. PROJECT: BACK BAY LANDING DATE: 2/8/2013 1% TRAFFIC VOLUME ANALYSIS INTERSEC7ION11: JAM BORE ROAD& SANTA BARBARA DRIVE Existing Traffic Volumes Based on Year 2011 -2012 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 1414 71 57 1542 15 13 Southbound 1639 82 114 1835 18 12 Eastbound 54 0 6 60 1 0 Westbound 144 1 0 1 37 1 181 1 2 1 0 Project Traffic is estmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic Is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utilization (ICU) Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION11: JAMBOREE ROAD& SANTA BARBARA DRIVE Existing Traffic Volumes Based on Year 2011 -2011 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 1321 66 107 1494 15 16 Southbound 1528 76 98 1702 17 17 Eastbound 78 0 3 81 1 0 Westbound 706 1 0 1 20 1 726 1 7 1 0 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estmated to be equal to or greater than 1 % of Projected Peak Hour Traffic Volumes. Intersection Capacity Collection (ICU) Analysis is required. PROJECT: BACK BAY LANDING DATE: 2/8/2013 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 12: JAMEDREE ROAD& EAST COAST HIGHWAY Existing Traffic Volumes Based on Year 2011 -2012 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 445 0 2 447 4 0 Southbound 1077 54 123 1254 13 12 Eastbound 2364 118 137 2619 26 22 Westbound 1099 1 55 1 51 1 1205 1 12 1 8 Project Traffic is emmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic Is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utilization (ICU) Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 12: JAM BOREE ROAD& EAST COAST HIGHWAY Existing Traffic Volumes Based on Year 2011 -2012 JIM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 410 0 6 416 4 0 Southbound 1452 73 89 1614 16 17 Eastbound 2372 119 156 2647 26 27 Westbound 2066 1 103 1 135 1 2304 1 23 1 12 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estmated to be equal to or greater than 1 % of Projected Peak Hour Traffic Volumes. Intersection Capacity Collection (ICU) Analysis is required. PROJECT: BACK BAY LANDING DATE: 2/8/2013 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 13: SANTA CRUZ DRIVE& SAN JOAQU IN HILLS ROAD Existing Traffic Volumes Based on Year 2011 -2012 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 65 0 31 96 1 0 Southbound 81 0 1 82 1 0 Eastbound 853 0 79 932 9 3 Westbound 387 1 0 1 12 1 399 1 4 1 4 Project Traffic is estmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic Is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utilization (ICU) Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 13: SANTA CRUZ DRIVE& SAN JOAQUIN HILLS ROAD Existing Traffic Volumes Based on Year 1011 -2012 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 655 0 12 667 7 0 Southbound 38 0 1 39 0 0 Eastbound 736 0 47 783 8 5 Westbound 509 1 0 1 75 1 584 1 6 1 4 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estmated to be equal to or greater than 1 % of Projected Peak Hour Traffic Volumes. Intersection Capacity Collection (ICU) Analysis is required. PROJECT: BACK BAY LANDING DATE: 2/8/2013 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 14: SANTA ROSA DRIVE& SAN IOACLU I N HI ILLS ROAD Existing Traffic Volumes Based on Year 2011 -2012 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 123 0 46 169 2 0 Southbound 132 0 0 132 1 0 Eastbound 499 0 84 583 6 3 Westbound 1005 1 0 1 10 1 1015 1 30 1 4 Project Traffic is estmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utilization (ICU) Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 14: SANTA ROSA DR] VE& SAN IOACLU I N H I ILLS ROAD Existing Traffic Volumes Based on Year 2011 -2011 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 689 0 108 797 8 0 Southbound 143 0 0 143 1 0 Eastbound 750 0 39 789 8 5 Westbound 733 1 0 1 34 1 767 1 8 1 4 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estmated to be equal to or greater than 1 % of Projected Peak Hour Traffic Volumes. Intersection Capacity Collection (ICU) Analysis is required. PROJECT: BACK BAY LANDING DATE: 2/8/2013 1% TRAFFIC VOLUME ANALYSIS INTERSECTION IS: NEWPORT CENTER DRIVE& EAST COAST HIGHWAY Existing Traffic Volumes Based on Year 2011 -2012 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 0 0 0 0 0 0 Southbound 88 0 25 113 1 0 Eastbound 2033 102 74 2209 22 9 Westbound 1221 1 61 1 22 1 1304 1 13 1 8 Project Traffic is emmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic Is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utilization (ICU) Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION IS: NEWPORT CENTER DRIVE& EAST COAST HIGHWAY Existing Traffic Volumes Based on Year 2011 -2011 JIM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 0 0 0 0 0 0 Southbound 799 0 50 849 8 1 Eastbound 1582 79 59 1720 17 11 Westbound 1544 1 77 1 84 1 1705 1 17 1 11 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estmated to be equal to or greater than 1 % of Projected Peak Hour Traffic Volumes. Intersection Capacity Collection (ICU) Analysis is required. PROJECT: BACK BAY LANDING DATE: 2/8/2013 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 16: AVOCADO AVENUE& EAST COAST HIGHWAY Existing Traffic Volumes Based on Year 2011 -2012 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 361 0 0 361 4 0 Southbound 176 0 15 191 2 0 Eastbound 1260 63 64 1387 14 8 Westbound 1359 1 68 1 42 1 1469 1 15 1 8 Project Traffic is estmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic Is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utilization (ICU) Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 16: AVOCADO AVENUE& EAST COAST HIGHWAY Existing Traffic Volumes Based on Year 2011 -2011 JIM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 295 0 0 295 3 0 Southbound 501 0 102 603 6 0 Eastbound 1359 68 43 1470 15 11 Westbound 1259 1 63 1 25 1 1347 1 13 1 11 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estmated to be equal to or greater than 1 % of Projected Peak Hour Traffic Volumes. Intersection Capacity Collection (ICU) Analysis is required. PROJECT: BACK BAY LANDING DATE: 2/8/2013 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 17. MACARTHUR BOULEVARD & SAN JOAQUIN HILLS ROAD Existing Traffic Volumes Based on Year 2011 -2012 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 1369 68 13 1450 15 4 Southbound 3361 168 121 3650 37 4 Eastbound 469 0 40 509 5 3 Westbound 1062 1 0 1 9 1 1071 1 11 1 4 Project Traffic is estmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utilization (ICU) Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 17. MACARTHUR BOULEVARD & SAN JOAQUIN HILLS ROAD Existing Traffic Volumes Based on Year 2011 -2011 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 1439 72 65 1576 16 5 Southbound 2579 129 74 2782 28 5 Eastbound 1077 0 95 1172 12 5 Westbound 722 1 0 1 6 1 728 1 7 1 4 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estmated to be equal to or greater than 1 % of Projected Peak Hour Traffic Volumes. Intersection Capacity Collection (ICU) Analysis is required. PROJECT: BACK BAY LANDING DATE: 2/8/2013 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 18. MACARTHUR BOULEVARD& SAN MIGUEL DRIVE Existing Traffic Volumes Based on Year 2011 -2012 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 1393 70 4 1467 15 4 Southbound 1449 72 59 1580 16 4 Eastbound 309 0 21 330 3 0 Westbound 457 1 0 1 13 1 470 1 5 1 0 Project Traffic is estmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utilization (ICU) Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 18. MACARTHUR BOULEVARD& SAN MIGUEL DRIVE Existing Traffic Volumes Based on Year 2011 -2011 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 1074 54 8 1136 11 5 Southbound 1569 78 34 1681 17 5 Eastbound 1125 0 100 1225 12 0 Westbound 433 1 0 1 22 1 455 1 5 1 0 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estmated to be equal to or greater than 1 % of Projected Peak Hour Traffic Volumes. Intersection Capacity Collection (ICU) Analysis is required. PROJECT: BACK BAY LANDING DATE: 2/8/2013 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 19: MACARTHUR BOULEVARD & EAST COAST HIGHWAY Existing Traffic Volumes Based on Year 2011 -2012 AM Traffic Count Worksheets AM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 0 0 0 0 0 0 Southbound 1040 52 9 1101 11 4 Eastbound 1575 79 15 1669 17 9 Westbound 2006 1 100 1 41 1 2147 1 21 1 4 Project Traffic is estmated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic Is estimated to be equal to or greater than 1% of Projected Peak Hour Traffic Volumes. Intersection Capacity Utilization (ICU) Analysis is required. 1% TRAFFIC VOLUME ANALYSIS INTERSECTION 19. MACARTHUR BOULEVARD& EAST COAST HIGHWAY Existing Traffic Volumes Based on Year 2011 -2011 PM Traffic Count Worksheets PM PEAK HOUR APPROACH DIRECTION EXISTING PEAK HOUR VOLUME PEAK HOUR REGIONAL GROWTH VOLUME APPROVED PROJECTS PEAK HOUR VOLUME PROJECTED PEAK HOUR VOLUME 1% OF PROJECTED PEAK HOUR VOLUME PROJECT PEAK HOUR VOLUME Northbound 0 0 0 0 0 0 Southbound 1304 65 3 1372 14 5 Eastbound 1575 79 42 1696 17 11 Westbound 1925 1 96 1 26 1 2047 1 20 1 6 Project Traffic is estimated to be less than 1% of Projected Peak Hour Traffic Volumes. Project Traffic is estmated to be equal to or greater than 1 % of Projected Peak Hour Traffic Volumes. Intersection Capacity Collection (ICU) Analysis is required. PROJECT: BACK BAY LANDING DATE: 2/8/2013 APPENDIX H Cumulative Project Data Table H -1 Cumulative Project Traffic Generation' Project Peak Hour Daily Morning Evening Inbound Outbound Total Inbound Outbound I Total Balboa Marina Expansion 34 7 41 107 70 177 2,038 Mariner's Medical Arts 22 6 28 11 31 42 442 Banning Ranch 251 655 906 866 564 1,430 14,989 Sunset Ridge Park 1 1 2 29 13 42 165 Marina Park 15 0 15 7 19 26 352 Koll - Conexant -348 338 -10 316 -221 94 2,764 Newport Coast - TAZ 1 Newport Coast - TAZ 2 Newport Coast - TAZ 3 Newport Coast - TAZ 4 75 91 51 56 243 326 178 186 318 417 229 242 238 326 178 184 159 183 102 113 397 509 280 297 3,926 5,107 21 792 2,953 Total 248 1,9401 2,1881 2,262 1,033 3,295 35,528 ' Negative trips were not assigned to traffic analysis. Cumulative Proiect List - November 2011 Projects of significant size to have a potential cumulative impact Note: Highlighted projects do not result in an increase in traffic generation; however, may have other cumulative impacts to consider (i.e. construction, noise, air quality). Newport Beach 1600 East Coast • 5 res. d,u Country Club Highway • 27 hotel units with a;2,048 g.s.f. concierge and guest center, • 3,523 g.s.f, tennis club with a 6,718 g.s,f, spa • 51,213 g.s.f. golf club with accessory facilities • 7 tennis courts and a swimming` pool. Mariner's Medical 1901 Westcliff Dr. 12,245 g.s.f. medical office addition Arts Banning Ranch 4520 W. Coast Hwy 1,375 d.u., 75,000 g.s.f. commercial retail, 75 -room accommodations, parks, and open space. Sunset Ridge Park 4850 W. Coast Hwy 13.67 ac. active park Marina Park 1700 Balboa Blvd 10.45 ac. public marina, beach, park with recreational facilities as follows: • Balboa Center Complex: 26,990 g.s.f. • Visiting Vessel Marina: 23 Slips • Marina Services Building (laundry, offices, etc.): 1,328 g.s.f. • Girl Scout House: 5,500 g.s.f. • Parking 153 spaces Conexant 4311 Jamboree Rd New: • 1,244 residential d.0 • 11,500 g.s.f. commercial Existing (to be demolished): • 167,000 g.s.f. office • 269,000 g. s.f. industrial Koll 4343 Von Karman Ave New: • 260 residential d.u. • 3,400 g.s.f. commercial AERIE 201 Carnation Ave New:6 -unit, condominium with subterranean parking (25,500 c,y. grading) Existing; 14 apartment d.0 Newport Coast I I See David Keely in Public Works for update. \ \cnb \data \users \PBW \DKeely \dkeely \Traffic Phasing Ordinance \Cumulative Project List \20101118 Cumulative Project List .docx Mariner's Medical Arts 1901 Westcliff Drive Trip Generation Rates Land Use Rate Type Size Unit AM Peak Hour PM Peak Hour Daily In Out Total In Out Total Total Medical Office ITE -8th 12.245 TSF 1.82 0.48 2.30 0.93 2.53 3.46 36.13 ITE -8th ITE -8th ITE -8th Total 1 22 6 28 11 31 42 442 Existing Use Proposed Use Land Use Rate Type Size Unit AM Peak Hour Pm Peak Daily In Out Total In Out Total Total Medical Office ITE -8th 12.245 TSF 22 6 28 11 31 42 442 OffM off OF, ITE -8th Proposed Use Land Use Rate Type Size Unit AM Peak Hour PM Peak Hour Daily In Out Total In Out Total Total Medical Office ITE -8th 12.245 TSF 22 6 28 11 31 42 442 ITE -8th ITE -8th ITE -8th Total 1 22 6 28 11 31 42 442 Net increase I I 1 1 22 67-281 ill 311 421 442 1901 Westcliff Surgical Center TPO Traffic Analysis Report z' NEWPORTBEACH 1901 WE, STCLIFF DRIVE TRAFFIC PHASING ORDINANCE Mever Mohaddes Associates Inc 11 FIGURE 6 Project Trip Distribution Percentages TABLE2 SUMMARY OF PROJECT TRIP GENERATION NEWPORT BANNING RANCH TRIP RATES Land Use ITE Code Trips er Trip Generation Rates AM Peak Hour PM Peale Hour Dail In Out Total In Out Total Single-Family Detached Housing 210 DU 9.57 0.19 0.56 0.75 0.64 0.37 1.01 Residential Condominium/Townhouse 230 DU 5.81 0.07 0.37 0.44 0.35 0.17 0.52 Resort Hotel ' 330 Room 4.90 0.22 0.09 0.31 0.18 0.24 0,42 Park 3 412 Acre 128 0,01 0.00 0.01 0.02 0.04 0.06 Soccer Complex 488 Field 71.33 0.70 0.70 1.40 14.26 6.41 20.67 Tennis Courts 490 Court 31.04 0.84 0.84 1.65 1.94 1.94 3.88 Shopping Center 3 820 KSF Equation - See Below PROJECT TRIP GENERATION Project Area Land Use Units Trip Generation Estimates AM Peak Hour PM Pealt (lour Daily In I Out Total In I Out Total South Family Single - Family Detached Housing 141 DU 1,349 27 79 106 90 52 142 Village Park 28 Acre 64 0 0 0 1 1 2 Soccer complex 4 Fields 285 3 3 6 57 26 83 Tennis Courts 6 Courts 186 5 5 10 12 12 24 Subtotal 1,884 35 87 122 160 91 251 Resort Colony Residential Condominium/Townhouse 87 DU 505 6 32 38 30 15 45 Resort Hotel 75 Rooms 368 17 7 24 14 IS 32 Subtotal 873 23 39 62 44 33 77 North Family Single - Family Detached Housing 262 DU 2,699 54 158 212 160 104 284 Village Residential Condominiumlrownliouse 135 DU 784 9 50 59 47 23 70 - Subtotal 3,483 63 208 271 227 127 354 Urban Colony Residential Condominium(Ibwnhouse 730 DU 4,241 51 270 321 256 124 380 Shopping Center 75.0 KSF 5,634 79 51 130 257 268 525 Subtotal 9,875 130 321 451 513 392 905 Total Before Internal Capture /Pass -by Internal Capture ° Pass -By Reduction for Shopping Center (10 %) s Total Pro -ect Trips 16,115 251 1 655 944 643 1587 1126 - _906 55 55 110 `'- _ _= tee.-,_ _.. __ _ _ 1 23 24 47 _T_ _ '�- 14,989 251 1 655 1 906 1 866 564 1,430 Source: Institute of Transponation Engineers publication "Trip Generation ", 8th Edition DU= Dwelling Unit ,KSF= 1,000 Square Feet ITE Land Use Category 770 Resort Hotel does not provide a daily trip rate. ITE Land Use Category 311 - All Suites Hotel was used for daily trips. Trip generation is based on ITE Land Use County Park (Land Use 412) because this category includes peak hour trip rates. 3 Trip rates for Shopping Center are derived from the following regression equations: T- Trip Ends, X= units in KSF ADT: Ln(T) = 0.65 Ln(X) + 5.83 AM Peak Hour: Ln(T) =0.59 Ln(X) +2.32 PM Peak Hour: Ln(T) =0.67 La(X) +3.37 - ° Source: Institute of Transportation Engineers (ITE) publication "Trip Generation Handbook ". See Internal Capture Worksheets in Appendix C. ° Nate: The ITE publication "Trip Generation Handbook" indicates pass -by for a- shopping center is 34% in the PM peak hour. 10% is assumed here, for a conservative approach. Pass-by reduction is taken on balance of retail trips, alter Internal Capture reduction Traffic Impact Analysis - 25 - June, 2011 Newport Banning Ranch NOT TO SCALE 5% — 5% 5% 5% namuronvve m i l Costa > Huntington > Q \ Mesa > Q m i= a Q °1 m a �� 0 Beach m E ¢ o a Q Banning Ave t 19t h St _ _ 1e% ° r ` / 16th St per\ N $O` Project \ Site \ 0� 17th St o Cm d�H �Y� J _ 16th St s roS 10% c} 15th St LEGEND: Q =Study Intersection XX' /o =Trip Distribution Percentage - - -- City Boundary - -- Future Road FIGURE 9 PROJECT TRIP DISTRIBUTION RLN.WE: am, - s�mm ro Wu- mn�zs�cVbFc�.�goM:p va,m�uovo sm.n�e.a.° 40% Sr m•P 0 �y Schools p0 Hospital Rd C 7 Sn y¢ a¢ Newport Beach J W. Coast Hwy 5% o 5% 5% Kimley -Hom IMP ates, Inc SU T P F- Sunset Ridge Park May, 2009 Traffic Impact Study Table 5 Project Trip Generation Sunset Ridge Park Land IIse ITE Code Unit Trip Generation Rates AM Peak Hour PM Peak Hour Dail In Out Total In Out Total City Park 411 Acre 1.59 Soccer Complex 488 Field 71.33 0.70 0.70 1.40 1 14.26 1 6.41 20.67 Land Use Quantity Trip Generation Estimates AM Peak Hour PM Peak Hour Daily In Out Total In Out I Total City Park 13.67 Acres 22 N/A N/A N/A N/A N/A N/A Soccer Complex 2 Fields 143 1 1 2 29 13 42 TOTAL 165 1 1 2 29 13 42 Source: Institute of Transportation Engineers publication "Trip Generation ", 8th Edition * No peak hour trip generation rates given for this land use. Sunset Ridge Park May, 2009 Traffic Impact Study 20% > /D 2 ° 20% i � v g Q-P a JQ� 5 16TH ST m� O 15TH ST 2 PROJECT SITE 10% WEST COAST HIGHWAY HOSPITAL RD t�Y t Jjt J m ISt `�svF Q i Z Q J 0 LEGEND X% TRIP DISTRIBUTION PERCENTAGE L 20% 10 °/® SUNSET RIDGE PARK TRIP DISTRIBU Table 1 TRIP GENERATION SUMMARY Marina Park TPO 5 Austin -Foust Associates, Inc. Traffic Analysis 029033tpo.doc AM PEAK HOUR PM PEAK HOUR LAND USE UNITS IN OUT TOTAL IN OUT TOTAL ALT TRIP RATES Park' Acre .28 .20 .48 .38 .92 1.30 15.70 Recreational Community Center (ITE 495)2 TSF .99 .63 1.62 .48 1.16 1.64 22.88 Marina (ITE 420) Berth .03 .05 .08 .l 1 .08 .19 2.96 TRIP GENERATION Proposed Project Park 4.89 Acres 1 1 2 2 4 6 77 Community CWSailing Ctr/Cafe 21.3 TSF 21 13 34 10 25 35 487 Visitor Marina 23 Berths 1 1 2 3 2 5 68 Sub -Total 23 15 38 15 31 46 632 Existing Use Mobile Home Park 57 DU -5 -13 -18 -7 -7 -14 -194 Park 1.2 Acres 0 0 0 0 -1 -1 -19 Community Cur 2.9 TSF -3 -2 -5 -1 -4 -5 -67 NET NEW TRIPS 15 0 15 7 19 26 352 Notes: Park AM and PM trip rates from ITE City Park (411) rate/acre, ALT rate averaged from City (411) and Beacb (415) Park ADT rate/acre. z ITE Recreational Community Center (495) trip rates applied to Community Center, Sailing Center, and Cafe. The Girl Scout House will be relocated on -site and results in no net change in project trips. Marina Park TPO 5 Austin -Foust Associates, Inc. Traffic Analysis 029033tpo.doc Figure 3 GENERAL PROJECT DISTRIBUTION Marina Park TPO 7 Austin -Foust Associates, Inc. Traffic Analysis 029033tpoFig3.dwg Koll- Conexant 4311 Jamboree Road Trip Generation Rates Land Use Rate Type Size Unit AM Peak Hour PM Peak Hour Daily In Out Total In Out Total Total Office ITE -8th 167 TSF 1.36 0.19 1.55 0.25 1.24 1.49 11.01 General Light Industrial ITE -8th 269 TSF 0.81 0.11 0.92 0.12 0.85 0.97 6.97 Apartments ITE -8th DU 0.1 0.41 0.51 0.4 0.22 0.62 6.65 ITE -8th TSF 0 0 0 0 0 0 0 Total 445 61 506 74 436 510 3714 Existing Use Land Use Rate Type Size Unit AM Peak Hour PM Peak Hour Daily In Out Total In Out Total Total Office ITE -8th 167 TSF 227 32 259 42 207 249 1839 Industrial ITE -8th 269 TSF 218 30 247 32 229 261 1875 ITE -8th TSF 0 0 0 0 0 0 0 ITE -8th TSF 0 0 0 0 0 0 0 Total 445 61 506 74 436 510 3714 Proposed Use Land Use Rate Type Size Unit AM Peak Hour PM Peak Hour Daily In Out Total In Out Total Total Apartment ITE -8th 974 DU 97 399 497 390 214 604 6477 ITE -8th TSF 0 0 0 0 0 0 0 ITE -8th TSF 0 0 0 0 0 0 0 ITE -8th TSF 0 0 0 0 0 0 0 Total 97 399 497 390 214 604 6477 Net increase I I 1 1 -3481 3381 -101 3161 -2211 941 2764 Note: Do not assign negative trips to the circulation system 15% 5% gP O� J 2% 15% pp sT A 5 � t OP m r sllf�;..'tt ik PROJECT SITE e a R,ST o� sT LEGEND A% TRIP DISTRIBUTION PERCENTAGE 1 °/ TRIP DISTRIBUTION PERCENTAGE TO AIRPORTAREA 10% K g ® -C T 10 1% TRIP IST I UTI TABLE 12 -1 LAND USE UNITSZ PEAK HOUR DAILY AM PM I IN OUT IN OUT Condominium/Townhouse DU 0.17 0.49 0.47 0.36 8.10 Multi Family Dwelling DU 1:9 0.42 0.43 0.20 6.47 Single Family Detached Residential DU 0.20 0.70 0.70 0.40 11.00 State Park (gross acres) AC F 0.21 0.90 0.29 0.31 19.15 Source: City of Newport Beach Trip Generation Rates 2 DU = Dwelling Units AC = Acres U: \UcJobs \00636 \Excel \[00636- 02.xls]T 12 -1 12 -2 IBM TAZ PLANNING AREA LAND USE QUANTITY UNITS' PEAK HOUR DAILY AM PM N OUT IN OUT 1A Condominium/Townhouse 121 DU 21 59 57 44 980 1B Single Family Detached Residential 36 DU 7 25 25 14 396 1C Condominium/Townhouse 888 DU 151 435 417 320 7,193 1 2A Single Family Detached Residential 206 DU 41 144 144 82 2,266 13C Multi Family Dwelling 116 DU 104 49 50 23 751 13D Multi Family Dwelling 116 DU 104 49 50 23 751 13E Multi Famil Dwellinq 116 DU 104 49 50 23 751 TOTAL FOR TAZ 1 532 1 529 1 13,088 3A Single Family Detached Residential Single Family Detached Residential 347 DU 69 243 243 139 3,817 3B 450 DU 90 315 315 180 4,950 4B Single Family Detached Residential 587 DU 117 411 411 235 6,457 2 13A Multi Family Dwelling 117 DU 105 49 50 23 757 13B Multi Family Dwelling 117 DU 105 49 50 23 757 14 Single Family Detached Residential 26 DU 5 18 18 10 286 17 IState Park (gross acres ) 2,807 AC 589 2,526 814 870 53,754 TOTAL FOR TAZ2 1 1,080 3,611 1,901 1,480 1 70,778 2B Single Family Detached Residential 62 DU 12 43 43 25 682 3 4A Single Famil Detached Residential 784 DU 157 549 549 314 8,624 TOTAL FOR TAZ 3 169 592 592 1 339 9,306 2C Single Family Detached Residential 307 DU 61 215 215 123 3,377 5 Single Family Detached Residential 300 DU 60 210 210 120 3,300 4 F 6 Single Family Detached Residential 75 DU 15 53 53 30 825 .8 ICondominiumfFownhouse 289 DU 49 142 136 104 2,341 TOTAL FOR TAZ 4 185 620 614 377 9,843 TOTAL FOR ALL ZONES 1,966 5,633 3,900 1 2,725 I 103,015 DU = Dwelling Units AC = Acres U: \UCJobs \00636 \Exce6 [00636- 02.xls]T 12-2 `7b'/ of Du`S k0e �h4�Lur�uc,��v� �ersS�T I� ® bv�c/V ('� E`�lSj7N�• 12 -3 N Ut 10 0TT 0 5 ST. NEWPORT COAST TRAFFIC ANALYS' g, TRIP DISTRIBUTION 110 i,n , _Nw— _ , s 18 � a I / / a 5 'Q30 TAZ 1 SOURCE: NEWPORT COAST PHASES IV -3 & IV-4 TRAFFIC ANALYSIS PREPARED BY AUSTIN FOUST ASSOCIATES INC NEWPORT BEACH CUMULATIVE TRAFFIC ANALYSIS, Newport Beach, Califomia - 00636:09 URBAN N O1 iM e EXHIBI 12-B NEWPORT COAST TRAFFIC ANALYSIS ZONE 2 TRIP DISTRIBUTION PATTERNS i 9 10 FA 1 27 NEWPORT BEACH CUMULATIVE TRAFFIC ANALYSIS Newport Beach California - 0063617 URBAN WEP. BMW 10 d G 0 � � 1 s� m 6RISTOLST. 2 1' P C E A 0 o a I \� O� FOPS PO 78 J 5 V] l N ol 10 a 0 �e 0�T 0 10 e r e r i t �as ;, MWTW APPENDIX Explanation and Calculation of Intersection Delay EXPLANATION AND CALCULATION OF INTERSECTION LEVEL OF SERVICE USING DELAY METHODOLOGY The levels of service at the unsignalized and signalized intersections are calculated using the delay methodology in the 2000 Highway Capacity Manual. This methodology views an intersection as consisting of several lane groups. A lane group is a set of lanes serving a movement. If there are two northbound left turn lanes, then the lane group serving the northbound left turn movement has two lanes. Similarly, there may be three lanes in the lane group serving the northbound through movement, one lane in the lane group serving the northbound right turn movement, and so forth. It is also possible for one lane to serve two lane groups. A shared lane might result in there being 1.5 lanes in the northbound left turn lane group and 2.5 lanes in the northbound through lane group. For each lane group, there is a capacity. That capacity is calculated by multiplying the number of lanes in the lane group times a theoretical maximum lane capacity per lane time's 12 adjustment factors. Each of the 12 adjustment factors has a value of approximately 1.00. A value less than 1.00 is generally assigned when a less than desirable condition occurs. The 12 adjustment factors are as follows: 1. Peak hour factor (to account for peaking within the peak hour) 2. Lane utilization factor (to account for not all lanes loading equally) 3. Lane width 4. Percent of heavy trucks 5. Approach grade 6. Parking 7. Bus stops at intersections 8. Area type (CBD or other) 9. Right turns 10. Left turns 11. Pedestrian activity 12. Signal progression The maximum theoretical lane capacity and the 12 adjustment factors for it are all unknowns for which approximate estimates have been recommended in the 2000 Highway Capacity Manual. For the most part, the recommended values are not based on statistical analysis but rather on educated estimates. However, it is possible to use the delay method and get reasonable results as will be discussed below. Once the lane group volume is known and the lane group capacity is known, a volume to capacity ratio can be calculated for the lane group. With a volume to capacity ratio calculated, average delay per vehicle in a lane group can be estimated. The average delay per vehicle in a lane group is calculated using a complex formula provided by the 2000 Highway Capacity Manual, which can be simplified and described as follows: Delay per vehicle in a lane group is a function of the following: 1. Cycle length 2. Amount of red time faced by a lane group 3. Amount of yellow time for that lane group 4. The volume to capacity ratio of the lane group The average delay per vehicle for each lane group is calculated, and eventually an overall average delay for all vehicles entering the intersection is calculated. This average delay per vehicle is then used to judge Level of Service. The Level of Services are defined in the table that follows this discussion. Experience has shown that when a maximum lane capacity of 1,900 vehicles per hour is used (as recommended in the 2000 Highway Capacity Manual), little or no yellow time penalty is used, and none of the 12 penalty factors are applied, calculated delay is realistic. The delay calculation for instance assumes that yellow time is totally unused. Yet experience shows that most of the yellow time is used. An idiosyncrasy of the delay methodology is that it is possible to add traffic to an intersection and reduce the average total delay per vehicle. If the average total delay is 30 seconds per vehicle for all vehicles traveling through an intersection, and traffic is added to a movement that has an average total delay of 15 seconds per vehicle, then the overall average total delay is reduced. The delay calculation for a lane group is based on a concept that the delay is a function of the amount of unused capacity available. As the volume approaches capacity and there is no more unused capacity available, then the delay rapidly increases. Delay is not proportional to volume, but rather increases rapidly as the unused capacity approaches zero. Because delay is not linearly related to volumes, the delay does not reflect how close an intersection is to overloading. If an intersection is operating at Level of Service C and has an average total delay of 18 seconds per vehicle, you know very little as to what percent the traffic can increase before Level of Service E is reached. LEVEL OF SERVICE DESCRIPTION Level Average Total Delay of Per Vehicle (Seconds) Service Description Signalized Unsignalized A Level of Service A occurs when progression is 0 to 10.00 0 to 10.00 extremely favorable and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. B Level of Service B generally occurs with good 10.01 to 20.00 10.01 to 15.00 progression and /or short cycle lengths. More vehicles stop than for Level of Service A, causing higher levels of average total delay. C Level of Service C generally results when there is 20.01 to 35.00 15.01 to 25.00 fair progression and /or longer cycle lengths. Individual cycle failures may begin to appear in this level. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. D Level of Service D generally results in noticeable 35.01 to 55.00 25.01 to 35.00 congestion. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high volume to capacity ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. E Level of Service E is considered to be the limit of 55.01 to 80.00 35.01 to 50.00 acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high volume to capacity ratios. Individual cycle failures are frequent occurrences. F Level of Service F is considered to be 80.01 and up 50.01 and up unacceptable to most drivers. This condition often occurs with oversaturation, i.e., when arrival flow rates exceed the capacity of the intersection. It may also occur at high volume to capacity ratios below 1.00 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. ' Source: Highway Capacity Manual Special Report 209, Transportation Research Board, National Research Council, Washington, D.C., 2000. Existing (Year 2012) Default Scenario Mon Sep 24, 2012 14:20:14 Page 3 -1 Back Say Landing Existing (Year 2012) Morning Peak Hour Level Of Service Computation Report 2000 HIM Operations Method (Base Volume Alternative) Intersection #1 Newport Boulevard (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.768 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 13.3 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II --------------- II --------------- I Control: Protected Protected Permitted Permitted Rights: Include Include Ignore Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------- - - - - -I ---- II--------------- II--------------- II--- ------- - - - - - I Volume Module: Base Vol: 0 0 0 419 0 315 0 2069 174 0 874 348 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: 0 0 0 419 0 315 0 2069 174 0 874 348 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 419 0 315 0 2069 0 0 874 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 419 0 315 0 2069 0 0 874 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 419 0 315 0 2069 0 0 874 0 ------ ---- - -I - -- --------------- II--------------- II- --------- - - - - -1 Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 1.00 0.92 1.00 0.85 1.00 0.95 1.00 1.00 0.91 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3502 0 1615 0 3610 1900 0 5187 1900 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.12 0.00 0.20 0.00 0.57 0.00 0.00 0.17 0.00 Crit Moves: * * ** * * ** Green /Cycle: 0.00 0.00 0.00 0.25 0.00 0.25 0.00 0.75 0.00 0.00 0.75 0.00 Volume /Cap: 0.00 0.00 0.00 0.47 0.00 0.77 0.00 0.77 0.00 0.00 0.23 0.00 Delay /Veh: 0.0 0.0 0.0 32.0 0.0 43.1 0.0 8.9 0.0 0.0 3.9 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 0.0 0.0 0.0 32.0 0.0 43.1 0.0 8.9 0.0 0.0 3.9 0.0 LOS by Move: A A A C A D A A A A A A HCM2kAvgQ: 0 0 0 6 0 11 0 21 C 0 3 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Sep 24, 2012 14:20:40 Page 3 -1 Back Bay Landing Existing (Year 2012) Evening Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection #1 Newport Boulevard (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.668 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 16.6 Optimal Cycle: 100 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II- ! ------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Ignore Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------------ --------------- II--------------- II--------------- II------ ---- - - - - - I Volume Module: Base Vol: 0 0 0 595 0 459 0 1387 148 0 1763 515 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: 0 0 0 595 0 459 0 1387 148 0 1763 515 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 595 0 459 0 1387 0 0 1763 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 595 0 459 0 1387 0 0 1763 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVOlume: 0 0 0 595 0 459 0 1387 0 0 1763 0 ------------ I--------------- II--------------- II------------- -- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 1.00 0.92 1.00 0.85 1.00 0.95 1.00 1.00 0.91 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3502 0 1615 0 3610 1900 0 5187 1900 ---------- - - I - -- ---- II--------------- II--------------- II---------- -- - - -I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.17 0.00 0.28 0.00 0.38 0.00 0.00 0.34 0.00 Crit Moves: * * ** * * ** Green /Cycle: 0.00 0.00 0.00 0.43 0.00 0.43 0.00 0.57 0.00 0.00 0.57 0.00 Volume /Cap: 0.00 0.00 0.00 0.40 0.00 0.67 0.00 0.67 0.00 0.00 0.59 0.00 Delay /Veh: 0.0 0.0 0.0 20.1 0.0 25.6 0.0 15.5 0.0 0.0 14.0 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 0.0 0.0 0.0 20.1 0.0 25.6 0.0 15.5 0.0 0.0 14.0 0.0 LOS by Move: A A A C A C A B A A B A HCM2kAvgQ: 0 0 0 7 0 12 0 16 0 0 13 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Sec 24, 2012 14:20:14 Page 4 -1 Back Bay Landing Existing (Year 2012) Morning Peak Hour Level Of Service Comoutation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection #2 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.595 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 10.8 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound east Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- 11--------------- II---------- - - - - -I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 11 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ --------------- II--------------- II--------- ------ II ---- ------ - - - - - I Volume Module: Base Vol: 3 3 1 86 3 412 349 1900 12 8 1095 64 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: 3 3 1 86 3 412 349 1900 12 8 1095 64 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: 3 3 1 86 3 412 349 1900 12 8 1095 64 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 3 3 1 86 3 412 349 1900 12 8 1095 64 POE 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: 3 3 1 86 3 412 349 1900 12 8 1095 64 ------------ --------------- II--------------- II--- --- --------- II---------- - -- - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.95 0.95 0.77 0.77 0.85 0.95 0.95 0.95 0.95 0.91 0.85 Lanes: 0.43 0.43 0.14 0.97 0.03 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 774 774 258 1414 49 1615 1805 3584 23 1805 5187 1615 ------------ I ---------- ----- II--- -- --- --- -- - -II ------- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.06 0.06 0.26 0.19 0.53 0.53 0.00 0.21 0.04 Crit Moves: * * ** * * ** * * ** Green /Cycle: 0.10 0.10 0.10 0.10 0.10 0.53 0.43 0.89 0.89 0.01 0.47 0.47 Volume /Cap: 0.04 0.04 0.04 0.60 0.60 0.48 0.45 0.60 0.60 0.60 0.45 0.08 Delay /Veh: 40.5 40.5 40.5 49.3 49.3 15.2 20.6 1.6 1.6 105.6 18.0 14.7 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 40.5 40.5 40.5 49.3 49.3 15.2 20.6 1.6 1.6 105.6 18.0 14.7 LOS by Move: D D D D D B C A A F B B HCM2kAvgQ: 0 0 0 4 4 8 8 8 8 1 8 1 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Sep 24, 2012 14:20:40 Page 4 -1 Back Bay Landing Existing (Year 2012) Evening Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection #2 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.717 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (Sec /veh): 15.5 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ 1 --------------- II--------------- 11--------------- 11--------------- Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ I --------------- II--------------- II--------------- II---- ------ - - - - - I Volume Module: Base Vol: 14 3 13 114 3 453 270 1410 17 42 2263 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: 14 3 13 114 3 453 270 1410 17 42 2263 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 ?HE 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: 14 3 13 114 3 453 270 1410 17 42 2263 53 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 14 3 13 114 3 453 270 1410 17 42 2263 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: 14 3 13 114 3 453 270 1410 17 42 2263 53 ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.87 0.87 0.87 0.74 0.74 0.85 0.95 0.95 0.95 0.95 0.91 0.65 Lanes: 0.47 0.10 0.43 0.97 0.03 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 766 165 714 1368 36 1615 1805 3560 43 1805 5187 1615 - - -- I - - - -- -- II--------------- II--------------- II-------- -- - - - - -I Capacity Analysis Module: Vol /Sat: 0.02 0.02 0.02 0.08 0.08 0.28 0.15 0.40 0.40 0.02 0.44 0.03 Cr1t Moves: * * ** * * ** * * ** Green /Cycle: 0.18 0.18 0.18 0.16 0.16 0.39 0.21 0.77 0.77 0.05 0.61 0.61 Volume /Cap: 0.10 0.10 0.10 0.46 0.46 0.72 0.72 0.51 0.51 0.51 0.72 0.05 Delay /Veh: 34.2 34.2 34.2 37.7 37.7 29.7 43.3 4.5 4.5 52.1 14.4 7.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 34.2 34.2 34.2 37.7 37.7 29.7 43.3 4.5 4.5 52.1 14.4 7.9 LOS by Move: C C C D D C D A A D B A HCM2kAvgQ: 1 1 1 4 4 13 9 9 9 2 18 1 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenar_o Mon Sep 24, 2012 14:20:14 Page 5 -1 Back Bay Landing existing (Year 2012) Morning Peak Hour Level Of Service Computation Report_ 2000 HCM Operations Method (Base Volume Alternative) # k# kkkk#*# t#*# t#+*# t* t # } #x # # # * *tk # #tkx ## #x # # * # # } # } #t *tent * # * # *tt *t #x # # # * # * # * # *k Intersection $3 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.557 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 15.3 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ i --------------- I!--------------- II ------------- --II -- -I Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 1 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ I --------------- II--------------- II-------------- -II--- ---- --- - - - - - I Volume Module: Base Vol: 0 0 0 28 0 24 25 1895 0 0 1206 28 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: 0 0 0 28 0 24 25 1895 0 0 1206 28 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: 0 0 0 28 0 24 25 1895 0 0 1206 28 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 28 0 24 25 1895 0 0 1206 28 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: 0 0 0 28 0 24 25 1895 0 0 1206 28 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 1.00 0.85 1.00 0.85 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.00 0.00 1.00 0.54 0.00 0.46 1.00 2.00 0.00 0.00 2.93 0.07 Final Sat.: 0 0 1900 871 0 747 1805 3610 0 0 5054 117 --------- - - - I -- ----- II--------------- II------------- -- II------ ---- - - - - -I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.03 0.01 0.52 0.00 0.00 0.24 0.24 Crit Moves: **** **** Green /Cycle: 0.00 0.00 0.00 0.04 0.00 0.04 0.66 0.96 0.00 0.00 0.30 0.30 Volume /Cap: 0.00 0.00 0.00 0.80 0.00 0.80 0.02 0.55 0.00 0.00 0.80 0.80 Delay /Veh: 0.0 0.0 0.0 95.1 0.0 95.1 5.9 0.4 0.0 0.0 35.1 35.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 0.0 0.0 0.0 95.1 0.0 95.1 5.9 0.4 0.0 0.0 35.1 35.1 LOS by Move: A A A F A F A A A A D D HCM2kAvgQ: 0 0 0 3 0 3 0 4 0 0 15 15 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Sep 24, 2012 14:20:40 Page 5 -1 Back Bay Landing Existing (Year 2012) Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection #3 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.527 Loss Time (sec): 0 (Y+R =0.0 sec) Average Delay (sec /veh): 3.6 Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II ---------- - - - - - I Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 1 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ I--------------- II--------------- II------- -------- 11---------- - - - - -I Volume Module: Base Vol: 0 0 3 50 0 28 68 1471 2 0 2240 36 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: 0 0 3 50 0 28 68 1471 2 0 2240 36 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: 0 0 3 50 0 28 68 1471 2 0 2240 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 3 50 0 28 68 1471 2 0 2240 36 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: 0 0 3 50 0 28 68 1471 2 0 2240 36 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 0.87 0.83 1.00 0.83 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.00 0.00 1.00 0.64 0.00 0.36 1.00 1.99 0.01 0.00 2.95 0.05 Final Sat.: 0 0 1644 1005 0 563 1805 3605 5 0 5095 82 ------------ I -------------- II--------------- II--- --------- --- II----- ----- -- - -- I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.05 0.00 0.05 0.04 0.41 0.41 0.00 0.44 0.44 Crit Moves: * * ** * * ** * * ** Green /Cycle: 0.00 0.00 0.09 0.09 0.00 0.09 0.07 0.91 0.91 0.00 0.83 0.83 Volume /Cap: 0.00 0.00 0.02 0.53 0.00 0.53 0.53 0.45 0.45 0.00 0.53 0.53 Delay /Veh: 0.0 0.0 41.1 46.7 0.0 46.7 48.8 0.9 0.9 0.0 2.6 2.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 0.0 0.0 41.1 46.7 0.0 46.7 46.8 0.9 0.9 0.0 2.6 2.6 LOS by Move: A A D D A D D A A A A A HCM2kAvgQ: 0 0 0 3 0 3 3 4 4 0 8 8 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to CUNZMAN ASSOC, ORANGE CA Default Scenario Mon Sep 24, 2012 14:20:14 Page 10 -1 Back Bay Landing Existing (Year 2012) Morning Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection 08 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.564 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 18.4 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 - -- - -- - -- -- II--------------- II----- ---- -- ---- II--- -- ----- - - - - -I Volume Module: Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684 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: 24 45 42 904 44 182 144 1825 21 17 1205 684 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 45 42 904 44 182 144 1825 21 17 1205 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 904 44 182 144 1825 21 17 1205 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 24 45 42 904 44 182 144 1825 21 17 1205 0 --- -------- -I - - -- ---- II--------------- II--------------- II---------- - - - - -I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.88 0.88 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1805 1733 1617 5253 1900 1615 3502 5118 59 1805 5187 1900 ------------ I --------------- II--------------- II------ --------- II-- -------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.03 0.03 0.17 0.02 0.11 0.04 0.36 0.36 0.01 0.23 0.00 Crit Moves * * ** * * ** * * ** * * ** Green /Cycle: 0.05 0.05 0.05 0.31 0.31 0.31 0.10 0.63 0.63 0.02 0.55 0.00 Volume /Cap: 0.29 0.56 0.56 0.56 0.08 0.37 0.42 0.56 0.56 0.56 0.42 0.00 Delay /Veh: 48.0 51.5 51.5 29.6 24.8 27.7 43.3 10.7 10.7 71.2 13.2 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel /Veh: 48.0 51.5 51.5 29.6 24.8 27.7 43.3 10.7 10.7 71.2 13.2 0.0 LOS by Move: D D D C C C D B B E B A HCM2kAvgQ: 1 2 2 8 1 5 3 12 12 1 8 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Sep 24, 2012 14:20:40 Page 10 -1 Back Bay Landing Existing (Year 2012) Evening Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection #8 Dover Drive (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cao.(X): 0.620 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 17.5 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2054 1170 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 32 50 840 49 136 119 1477 22 48 2054 1170 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 32 50 840 49 136 119 1477 22 48 2054 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 840 49 136 119 1477 22 48 2054 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 32 50 840 49 136 119 1477 22 48 2054 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.86 0.86 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat.: 1805 1641 1641 5253 1900 1615 3502 5101 76 1805 5187 1900 ------------ I --------------- II--------------- II------ --------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.03 0.16 0.03 0.08 0.03 0.29 0.29 0.03 0.40 0.00 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.05 0.05 0.05 0.26 0.26 0.26 0.05 0.63 0.63 0.06 0.64 0.00 Volume /Cap: 0.18 0.40 0.62 0.62 0.10 0.33 0.62 0.46 0.46 0.46 0.62 0.00 Delay /Veh: 46.6 47.4 55.4 33.7 28.4 30.5 52.4 9.5 9.5 48.7 11.2 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 46.6 47.4 55.4 33.7 28.4 30.5 52.4 9.5 9.5 48.7 11.2 0.0 LOS by Move: D D E C C C D A A D B A HCM2kAVgQ: 1 2 3 9 1 4 3 9 9 2 14 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Sep 24, 2012 14:20:14 Page 11 -1 Back Bay Landing Existing (Year 2012) Morning Peak Hour ----------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.606 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 9.3 Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II--------------- II--------------- I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II--- ------------ II---------- - - - - - I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 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: 383 13 25 30 5 36 30 2421 300 37 1476 15 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: 383 13 25 30 5 36 30 2421 300 37 1476 15 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 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: 383 13 25 30 5 36 30 2421 300 37 1476 15 ------------ --------- ------ II--------------- II - - -- ---------- - - - - -I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.95 0.87 0.87 0.95 0.91 0.85 0.95 0.91 0.91 Lanes: 2.77 0.08 0.15 1.00 0.12 0.88 1.00 3.00 1.00 1.00 3.96 0.04 Final Sat.: 4847 138 265 1805 201 1448 1805 5187 1615 1805 6840 70 ------------ I --------------- II--------------- II----------- -- -- II--- --- ---- - - - - - I Capacity Analysis Module: Vol /Sat: 0.08 0.09 0.09 0.02 0.02 0.02 0.02 0.47 0.19 0.02 0.22 0.22 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.16 0.16 0.16 0.04 0.04 0.04 0.06 0.77 0.77 0.03 0.75 0.75 Volume /Cap: 0.51 0.61 0.61 0.41 0.61 0.61 0.29 0.61 0.24 0.61 0.29 0.29 Delay /Veh: 39.3 40.9 40.9 50.4 61.9 61.9 46.7 5.2 3.4 63.9 4.1 4.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 39.3 40.9 40.9 50.4 61.9 61.9 46.7 5.2 3.4 63.9 4.1 4.1 LOS by Move: D D D D E E D A A E A A HCM2kAvgQ: 5 6 6 1 2 2 1 12 3 2 4 4 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Sep 24, 2012 14:20:40 Page 11 -1 Back Bay Larding Existing (Year 2012) Evening Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Base Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.576 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 10.4 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R -- --------------- II -__------------ II --------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 -- -I - - -- ---- II--------------- II--------------- II---------- - - - - -I Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 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: 410 8 29 23 16 38 50 1895 473 57 2863 23 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: 410 8 29 23 16 38 50 1895 473 57 2863 23 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 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: 410 8 29 23 16 38 50 1895 473 57 2863 23 ------------ --------------- II--------------- II------- -------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.95 0.89 0.89 0.95 0.91 0.85 0.95 0.91 0.91 Lanes: 2.80 0.04 0.16 1.00 0.30 0.70 1.00 3.00 1.00 1.00 3.97 0.03 Final Sat.: 4870 81 293 1805 503 1195 1805 5187 1615 1805 6854 55 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.08 0.10 0.10 0.01 0.03 0.03 0.03 0.37 0.29 0.03 0.42 0.42 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.17 0.17 0.17 0.06 0.06 0.06 0.05 0.71 0.71 0.06 0.73 0.73 Volume /Cap: 0.49 0.58 0.58 0.23 0.58 0.58 0.58 0.51 0.41 0.51 0.58 0.58 Delay /Veh: 37.9 39.1 39.1 46.4 54.6 54.6 55.8 6.7 6.1 49.5 6.7 6.7 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 37.9 39.1 39.1 46.4 54.6 54.6 55.8 6.7 6.1 49.5 6.7 6.7 LOS by Move: D D D D D D E A A D A A HCM2kAvgQ: 5 6 6 1 3 3 2 10 6 2 12 12 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Default Scenario Existing + Growth Mon Sep 24, 2012 14:21:50 Page 4 -1 Back Bay Landing (Year 2017) - Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report 2000 F.CM Operations Method (Future Volume Alternative) Intersection #1 Newport Boulevard (NS) at West, Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.868 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 16.1 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II--------------- I Control: Protected Protected Permitted Permitted Rights: Include Include Ignore Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 - - - - -I - - - - - -II ------ 11--------------- II-------- -- - - - - -I Volume Module: Base Vol: 0 0 0 419 0 315 0 2069 174 0 874 348 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 440 0 331 0 2172 183 0 918 365 Added Vol: 0 0 0 3 0 0 0 112 0 0 167 6 PasserByVOl: 0 0 0 26 0 35 0 31 4 0 46 2 Initial Fut: 0 0 0 469 0 366 0 2315 187 0 1131 373 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 469 0 366 0 2315 0 0 1131 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 469 0 366 0 2315 0 0 1131 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVOlume: 0 0 0 469 0 366 0 2315 0 0 1131 0 ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 1.00 0.92 1.00 0.85 1.00 0.95 1.00 1.00 0.91 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3502 0 1615 0 3610 1900 0 5187 1900 ---- I --------------- II--------------- II--------------- II---------- - - - -- I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.13 0.00 0.23 0.00 0.64 0.00 0.00 0.22 0.00 Crit Moves: * * ** * * ** Green /Cycle: 0.00 0.00 0.00 0.26 0.00 0.26 0.00 0.74 0.00 0.00 0.74 0.00 Volume /Cap: 0.00 0.00 0.00 0.51 0.00 0.87 0.00 0.87 0.00 0.00 0.29 0.00 Delay /Veh: 0.0 0.0 0.0 32.0 0.0 52.5 0.0 12.8 0.0 0.0 4.4 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 0.0 0.0 0.0 32.0 0.0 52.5 0.0 12.8 0.0 0.0 4.4 0.0 LOS by Move: A A A C A D A B A A A A HCM2kAVgQ: 0 0 0 7 0 14 0 30 0 0 4 0 ** kk* k*#+###*##*********** k#****** * *k * * * + # # # # # # + # # # # # * # # + # +k * * *k* *kkk *kkkkk * # * ** Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Sec 24, 2012 14:32:25 Page 4 -1 Back Bay Landing Existing + Growth (Year 2017) - Approved Protects + Cumulative Projects Evening Peak Hour Level Of Service Comeutation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #1 Newport Boulevard (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.801 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 18.1 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II-------_------- II--------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Ignore Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 595 0 459 0 1387 146 0 1763 515 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 625 0 482 0 1456 155 0 1851 541 Added Vol: 0 0 0 11 0 6 0 212 D 0 186 11 PasserByvol: 0 0 0 41 0 19 0 90 7 0 51 11 Initial Put: 0 0 0 677 0 507 0 1758 162 0 2088 563 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 677 0 507 0 1758 0 0 2088 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 677 0 507 0 1758 0 0 2088 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 677 0 507 0 1758 0 0 2088 0 ------------ I--------------- II--------------- II--------------- il---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 1.00 0.92 1.00 0.85 1.00 0.95 1.00 1.00 0.91 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3502 0 1615 0 3610 1.900 0 5187 1900 ------------ I ---------------II---------------II---------------II------ Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.19 0.00 0.31 0.00 0.49 0.00 0.00 0.40 0.00 Crit Moves: * * ** * * ** Green /Cycle: 0.00 0.00 0.00 0.39 0.00 0.39 0.00 0.61 0.00 0.00 0.61 0.00 Volume /Cap: 0.00 0.00 0.00 0.49 0.00 0.80 0.00 0.80 0.00 0.00 0.66 0.00 Delay /Veh: 0.0 0.0 0.0 23.2 0.0 34.2 0.0 17.2 0.0 0.0 13.4 0.0 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 0.0 0.0 0.0 23.2 0.0 34.2 0.0 17.2 0.0 0.0 13.4 0.0 LOS by Move: A A A C A C A B A A B A HCM2kAvgQ: 0 0 0 8 0 16 0 23 0 0 16 0 Note: Queue reported is the number of cars per lane. T_raffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Sep 24, 2012 14:21:50 Page 5 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection 42 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.664 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 11.5 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II_-------------- II ---------- - - - - - I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 11 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 3 3 1 86 3 412 349 1900 12 8 1095 64 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 3 3 1 86 3 412 366 1995 13 8 1150 67 Added Vol: 0 0 C 2 0 14 33 87 0 0 159 0 PasserByVol: 0 0 0 1 0 0 0 128 0 0 94 0 Initial Put: 3 3 1 89 3 426 399 2210 13 8 1403 67 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: 3 3 1 89 3 426 399 2210 13 8 1403 67 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 3 3 1 89 3 426 399 2210 13 8 1403 67 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: 3 3 1 89 3 426 399 2210 13 8 1403 67 ------------ I--------------- II--------------- II--------------- II---------- - - - -- I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.95 0.95 0.77 0.77 0.85 0.95 0.95 0.95 0.95 0.91 0.85 Lanes: 0.43 0.43 0.14 0.97 0.03 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 774 774 258 1412 48 1615 1805 3586 20 1805 5187 1615 ------------ I --------------- II--------------- II--------------- II---- ------ - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.06 0.06 0.26 0.22 0.62 0.62 0.00 0.27 0.04 Crit Moves: * * ** * * ** * * ** Green /Cycle: 0.09 0.09 0.09 0.09 0.09 0.50 0.41 0.90 0.90 0.01 0.50 0.50 Volume /Cap: 0.04 0.04 0.04 0.68 0.68 0.53 0.54 0.68 0.68 0.68 0.54 0.08 Delay /Veh: 41.5 41.5 41.5 57.6 57.6 17.6 23.3 1.9 1.9 146.6 17.4 13.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 41.5 41.5 41.5 57.6 57.6 17.6 23.3 1.9 1.9 146.6 17.4 13.1 LOS by Move: D D D E E B C A A F B B HCM2kAvgQ: 0 0 0 4 4 9 10 10 10 1 11 1 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2006 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Sea 24, 2012 14:32:25 Page 5 -1 Back Bav Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection *2 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cao.(X): 0.827 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 17.3 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R -------- -- - - I - -- -- II---------- ----- II----------- - - --II -- - - - - -I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------- --- - - I - -- ---- II--------------- II-------------- -II---------- - - - - -I Volume Module: Base Vol: 14 3 13 114 3 453 270 1410 17 42 2263 53 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 14 3 13 114 3 453 284 1481 18 44 2376 56 Added Vol: 0 0 0 5 0 44 30 208 0 0 160 4 PasserByVOl: 0 0 0 2 0 0 0 142 0 0 155 1 Initial Put: 14 3 13 121 3 497 314 1831 18 44 2691 61 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: 14 3 13 121 3 497 314 1831 18 44 2691 61 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 14 3 13 121 3 497 314 1831 18 44 2691 61 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: 14 3 13 121 3 497 314 1831 18 44 2691 61 ---------- - - - - - -- - II--------------- II----------- ---- II---------- - - - - -I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.66 0.86 0.86 0.73 0.73 0.85 0.95 0.95 0.95 0.95 0.91 0.85 Lanes: 0.47 0.10 0.43 0.98 0.02 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 767 164 712 1359 34 1615 1805 3572 35 1805 5187 1615 ------------ I --------------- II--------------- II--------- ------ II---------- - --- - I Capacity Analysis Module: Vol /Sat: 0.02 0.02 0.02 0.09 0.09 0.31 0.17 0.51 0.51 0.02 0.52 0.04 Crit Moves: * * ** * * ** + * ** Green /Cycle: 0.16 0.16 0.16 0.16 0.16 0.37 0.21 0.80 0.80 0.04 0.63 0.63 Volume /Cap: 0.11 0.11 0.11 0.55 0.55 0.83 0.83 0.64 0.64 0.64 0.83 0.06 Delay /Veh: 35.9 35.9 35.9 41.4 41.4 37.7 51.6 4.6 4.6 66.1 16.3 7.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 35.9 35.9 35.9 41.4 41.4 37.7 51.6 4.6 4.6 66.1 16.3 7.2 LOS by Move: D D D D D D D A A E B A HCM2kAvgQ: 1 1 1 4 4 16 12 13 13 2 25 1 Note: Queue reported is the number of cars per lane. Traf£ix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Sec 24, 2012 14:21:50 Page 6 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour ----------------------------------------------------- Level Of Service Compu_ation Report 2000 HCM Operations Method (FUtu -e Volume Alternative) Intersection #3 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.645 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 20.5 Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II-------------- -II------ ---- - - - - - I Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 1 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 28 0 24 25 1895 0 0 1206 28 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 28 0 24 26 1990 0 0 1266 29 Added Vol: 0 0 0 0 0 0 0 89 0 0 159 0 PasserByVOl: 0 0 0 0 0 0 0 133 0 0 94 0 Initial Fut: 0 0 0 28 0 24 26 2212 0 0 1519 29 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: 0 0 0 28 0 24 26 2212 0 0 1519 29 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 28 0 24 26 2212 0 0 1519 29 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: 0 0 0 28 0 24 26 2212 0 0 1519 29 ------------ ------------- - -II -- ---- II--------------- II---------- - - - - -I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 1.00 0.85 1.00 0.85 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.00 0.00 1.00 0.54 0.00 0.46 1.00 2.00 0.00 0.00 2.94 0.06 Final Sat.: 0 0 1900 871 0 747 1805 3610 0 0 5073 98 --- --------- I ----- ------ - - - -II ---- II--------------- II--- ----- -- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.03 0.01 0.61 0.00 0.00 0.30 0.30 Crit Moves: * * ** * * ** Green /Cycle: 0.00 0.00 0.00 0.03 0.00 0.03 0.65 0.97 0.00 0.00 0.32 0.32 Volume /Cap: 0.00 0.00 0.00 0.95 0.00 0.95 0.02 0.63 0.00 0.00 0.94 0.94 Delay /Veh: 0.0 0.0 0.0 149.2 0.0 149.2 6.3 0.5 0.0 0.0 44.9 44.9 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel /Veh: 0.0 0.0 0.0 149.2 0.0 149.2 6.3 0.5 0.0 0.0 44.9 44.9 LOS by Move: A A A F A F A A A A D D HCM2kAVgQ: 0 0 0 4 0 4 0 5 0 0 22 22 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon See 24, 2012 14:32:25 Page 6 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #3 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.613 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 3.5 Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II --------------- II--------------- II---------- - - - - - I Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 1 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ --------------- II--------------- II--------- ------ II---------- - - --- I Volume Module: Base Vol: 0 0 3 50 0 28 68 1471 2 0 2240 36 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 3 50 0 28 71 1545 2 0 2352 38 Added Vol: 0 0 0 0 0 0 0 213 0 0 163 0 PasserByvol: 0 0 0 0 0 0 0 143 0 0 157 0 Initial Fut: 0 0 3 50 0 28 71 1901 2 0 2672 38 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: 0 0 3 50 0 28 71 1901 2 0 2672 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 3 50 0 28 71 1901 2 0 2672 38 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: 0 0 3 50 0 28 71 1901 2 0 2672 38 ------------ --------------- II--------------- II------ --------- II------- --- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 0.87 0.83 1.00 0.83 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.00 0.00 1.00 0.64 0.00 0.36 1.00 1.99 0.01 0.00 2.96 0.04 Final Sat.: 0 0 1644 1005 0 563 1805 3606 4 0 5104 72 ---- I --------------- II--------------- II------ --------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.05 0.00 0.05 0.04 0.53 0.53 0.00 0.52 0.52 Crit Moves: * * ** * * ** * * ** Green /Cycle: 0.00 0.00 0.08 0.08 0.00 0.08 0.06 0.92 0.92 0.00 0.85 0.85 Volume /Cap: 0.00 0.00 0.02 0.61 0.00 0.61 0.61 0.57 0.57 0.00 0.61 0.61 Delay /Veh: 0.0 0.0 42.4 52.9 0.0 52.9 54.8 0.9 0.9 0.0 2.5 2.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel /Veh: 0.0 0.0 42.4 52.9 0.0 52.9 54.8 0.9 0.9 0.0 2.5 2.5 LOS by Move: A A D D A D D A A A A A HCM2kAvgQ: 0 0 0 3 0 3 3 6 6 0 10 10 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Sep 24, 2012 14:21:50 Page 7 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Sery ce Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #8 Dover Drive (NS) at West Coast Highway (EW) ***#*************#*****#*#************#*#*#***#** * * * * * * * * * * * * # * * # * # * * # # * # * # # # # #* Cycle (sec): 100 Critical Vol. /Cap.(X): 0.631 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 18.2 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II---- ----------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 24 45 42 904 44 162 144 1825 21 17 1205 684 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 24 45 42 904 44 182 151 1916 22 18 1265 718 Added Vol: 0 0 0 27 0 2 3 86 0 0 157 55 PasserByvol: 0 0 0 19 0 9 9 120 0 0 86 9 Initial Put: 24 45 42 950 44 193 163 2122 22 18 1508 762 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 45 42 950 44 193 163 2122 22 18 1508 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 Q Reduced Vol: 24 45 42 950 44 193 163 2122 22 18 1508 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVOlume: 24 45 42 950 44 193 163 2122 22 18 1508 0 -- -- - - - - -- --------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.88 0.88 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1805 1733 1617 5253 1900 1615 3502 5129 53 1805 5187 1900 ------------ I --------------- II--------------- II--------------- II---------- - -- - - I Capacity Analysis Module: Vol /Sat: 0.01 0.03 0.03 0.18 0.02 0.12 0.05 0.41 0.41 0.01 0.29 0.00 Crit Moves: Green /Cycle: 0.04 0.04 0.04 0.29 0.29 0.29 0.09 0.66 0.66 0.02 0.58 0.00 Volume /Cap: 0.32 0.63 0.63 0.63 0.08 0.42 0.50 0.63 0.63 0.63 0.50 0.00 Delay /Veh: 49.1 56.2 56.2 31.9 26.1 29.5 44.4 10.5 10.5 86.8 12.6 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 49.1 56.2 56.2 31.9 26.1 29.5 44.4 10.5 10.5 86.8 12.6 0.0 LOS by Move: D E E C C C D B B F B A HCM2kAvgQ: 1 2 2 9 1 5 3 14 14 1 10 0 #***********#*#************#*****#*#*#***#***#*** # * # * # # # * # * * * * * # # * * * * * * * * * * * * * ** Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Sep 24, 2012 14:32:25 Page 7 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection 48 Dover Drive (NS) at west Coast Highway (EW) ** t*** k* k# k*****# k* k* kfr**+#+#*#+ x*#+#{*+*#* x***# t *t * *t * } *+ + }+ }+# * { * { * * * + * #fr # * *k* Cycle (sec): 100 Critical Vol. /Cap.(:(): 0.730 Loss Time (sec): 0 (Y+R =0.0 sec) Average Delay (sec /veh): 18.4 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II-_------------- II--------------- II ---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ I --------------- II--------------- II---- ----------- II--- ------- - - - - - I Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2054 1170 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 16 32 50 840 49 136 125 1551 23 50 2157 1229 Added Vol: 0 0 0 92 0 5 3 210 0 0 158 55 PasserByVol: 0 0 0 13 0 16 27 123 0 0 150 26 Initial Fut: 16 32 50 945 49 157 155 1884 23 50 2465 1310 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 32 50 945 49 157 155 1884 23 50 2465 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 945 49 157 155 1884 23 50 2465 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 32 50 945 49 157 155 1884 23 50 2465 0 ------------ --------------- II--------------- II--------------- II - - - - -- - -I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.86 0.86 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat.: 1805 1641 1641 5253 1900 1615 3502 5114 63 1805 5187 1900 ------------ I --------------- II--------------- II--------- ------ II------ ---- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.03 0.18 0.03 0.10 0.04 0.37 0.37 0.03 0.48 0.00 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.04 0.04 0.04 0.25 0.25 0.25 0.06 0.66 0.66 0.05 0.65 0.00 Volume /Cap: 0.21 0.47 0.73 0.73 0.10 0.39 0.73 0.56 0.56 0.56 0.73 0.00 Delay /Veh: 47.7 48.8 68.8 36.8 29.2 32.1 58.3 9.3 9.3 53.9 12.4 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel /Veh: 47.7 48.8 68.8 36.8 29.2 32.1 56.3 9.3 9.3 53.9 12.4 0.0 LOS by Move: D D E D C C E A A D B A HCM2kAvgQ: 1 2 3 11 1 4 4 12 12 2 19 0 ***** k*{ k{ kk* k**** k# k#*#+#+#+#+#+#++{##{#++++{## kk *k * *k *kk *k + + + + + + + + * + + # # + # #k #kk Note: Queue reported is the number of cars oar lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Sep 24, 2012 14:21:50 Page 8 -1 Back Bay Landing Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects Morning Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.690 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 11.2 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II --------------- II--------------- II_--------- - - - -- I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- II--------------- II---- ----------- II---------- - - - - - I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 383 13 25 30 5 36 32 2542 315 39 1550 16 Added Vol: 5 0 2 0 0 0 0 89 24 9 207 0 PasserByvol: 1 0 1 44 0 18 35 95 0 0 64 0 Initial Fut: 389 13 28 74 5 54 67 2726 339 46 1821 16 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: 389 13 28 74 5 54 67 2726 339 48 1821 16 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 389 13 28 74 5 54 67 2726 339 48 1821 16 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: 389 13 28 74 5 54 67 2726 339 48 1821 16 ------------ --------------- II--------------- II----- ---------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.95 0.86 0.86 0.95 0.91 0.85 0.95 0.91 0.91 Lanes: 2.77 0.07 0.16 1.00 0.08 0.92 1.00 3.00 1.00 1.00 3.97 0.03 Final Sat.: 4828 134 289 1805 139 1501 1805 5187 1615 1805 6850 59 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.08 0.10 0.10 0.04 0.04 0.04 0.04 0.53 0.21 0.03 0.27 0.27 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.14 0.14 0.14 0.06 0.06 0.06 0.10 0.76 0.76 0.04 0.70 0.70 Volume /Cap: 0.57 0.69 0.69 0.69 0.61 0.61 0.38 0.69 0.28 0.69 0.38 0.38 Delay /Veh: 41.2 44.2 44.2 63.5 56.3 56.3 43.7 6.5 3.7 73.1 6.1 6.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 41.2 44.2 44.2 63.5 56.3 56.3 43.7 6.5 3.7 73.1 6.1 6.1 LOS by Move: D D D E E E D A A E A A HCM2kAvgQ: 5 6 6 4 3 3 2 16 3 3 6 6 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Sep 24, 2012 14:32:25 Page 8 -1 Back Bay Landing Exist-inc + Growth (Year 2017) + Approved Projects + Cumulative Projects Evening Peak Hour Level Of Service Computation Report 2000 RCM Operations Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.696 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 14.1 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II--------------- II----- ----- - - - - - I Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 410 8 29 23 16 38 53 1990 497 60 3006 24 Added Vol: 49 0 18 0 0 0 0 227 75 27 164 0 PasserByVOl: 3 0 0 71 0 29 26 83 2 0 127 0 Initial Fut: 462 8 47 94 16 67 79 2300 574 67 3297 24 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: 462 8 47 94 16 67 79 2300 574 87 3297 24 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 462 8 47 94 16 67 79 2300 574 87 3297 24 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: 462 8 47 94 16 67 79 2300 574 87 3297 24 ------------ I --------------- II--------------- II------ --------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.94 0.94 0.95 0.68 0.88 0.95 0.91 0.85 0.95 0.91 0.91 Lanes: 2.74 0.04 0.22 1.00 0.19 0.81 1.00 3.00 1.00 1.00 3.97 0.03 Final Sat.: 4770 67 394 1805 322 1348 1805 5187 1615 1805 6859 50 ------------ I --------------- II----------- - - - -II ----- -- II--- ------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.10 0.12 0.12 0.05 0.05 0.05 0.04 0.44 0.36 0.05 0.48 0.48 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.17 0.17 0.17 0.07 0.07 0.07 0.06 0.68 0.68 0.07 0.69 0.69 Volume /Cap: 0.57 0.70 0.70 0.70 0.66 0.66 0.70 0.65 0.52 0.65 0.70 0.70 Delay /Veh: 38.8 41.9 41.9 59.8 57.7 57.7 63.2 9.6 8.4 56.0 9.6 9.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 38.8 41.9 41.9 59.8 57.7 57.7 63.2 9.6 8.4 56.0 9.6 9.6 LOS by Move: D D D E E E E A A E A A HCM2kAVgQ: 6 8 8 4 4 4 4 15 9 4 17 17 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Existing + Growth (Year 2017) + Approved Projects + Cumulative Projects + Project Default Scenario Thu Feb 7, 2013 16:59:33 Page 4 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Morning Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #1 Newport Boulevard (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.870 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 16.2 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ---------_-- I--------------- II -----------_--- II--------------- II---------- - - - - - I Control: Protected Protected Permitted Permitted Rights: Include Include Ignore Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ----- I------- - ------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 0 0 0 419 0 315 0 2069 174 0 874 348 Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 440 0 331 0 2172 183 0 918 365 Added Vol: 0 0 0 11 0 0 0 120 0 0 172 9 PasserByVcl: 0 0 0 26 0 35 0 31 4 0 46 2 Initial Fut: 0 0 0 477 0 366 0 2323 187 0 1136 376 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 477 0 366 0 2323 0 0 1136 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 477 0 366 0 2323 0 0 1136 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 477 0 366 0 2323 0 0 1136 0 ------------ --------------- II--------------- II--------- ------ II--------- - - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 1.00 0.92 1.00 0.85 1.00 0.95 1.00 1.00 0.91 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3502 0 1615 0 3610 1900 0 5187 1900 ------------ I --------------- II--------------- II--------------- II---------- - - -- - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.14 0.00 0.23 0.00 0.64 0.00 0.00 0.22 0.00 Crit Moves: * * ** * * ** Green /Cycle: 0.00 0.00 0.00 0.26 0.00 0.26 0.00 0.74 0.00 0.00 0.74 0.00 Volume /Cap: 0.00 0.00 0.00 0.52 0.00 0.87 0.00 0.87 0.00 0.00 0.30 0.00 Delay /veh: 0.0 0.0 0.0 32.2 0.0 52.9 0.0 12.9 0.0 0.0 4.4 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /veh: 0.0 0.0 0.0 32.2 0.0 52.9 0.0 12.9 0.0 0.0 4.4 0.0 LOS by Move: A A A C A D A B A A A A HCM2kAVgQ: 0 0 0 7 0 14 0 30 0 0 4 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Jan 14, 2013 09:58:54 Page 4 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +project Evening Peak Hour --- - ------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #1 Newport Boulevard (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.803 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 18.2 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II------------ - - -II- -- - - - - -I Control: Protected Protected Permitted Permitted Rights: Include Include Ignore Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 3 0 1 ------------ I --------------- II--------------- II----- ---------- II------ ---- - - -- - I Volume Module: Base Vol: 0 0 0 595 0 459 0 1387 148 0 1763 515. Growth Adj: 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 625 0 482 0 1456 155 0 1851 541 Added Vol: 0 0 0 20 0 6 0 221 0 0 196 19 PasserByVol: 0 0 0 41 0 19 0 90 7 0 51 11 Initial Fut: 0 0 0 686 0 507 0 1767 162 0 2098 571 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 686 0 507 0 1767 0 0 2098 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 686 0 507 0 1767 0 0 2098 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 686 0 507 0 1767 0 0 2098 0 --------------------------- 11--------------- II--------------- II---------- - - - - -I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 1.00 0.92 1.00 0.85 1.00 0.95 1.00 1.00 0.91 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3502 0 1615 0 3610 1900 0 5187 1900 ------------ I --------------- II--------------- II---------- ----- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.20 0.00 0.31 0.00 0.49 0.00 0.00 0.40 0.00 Crit Moves: * * ** * * ** Green /Cycle: 0.00 0.00 0.00 0.39 0.00 0.39 0.00 0.61 0.00 0.00 0.61 0.00 Volume /Cap: 0.00 0.00 0.00 0.50 0.00 0.80 0.00 0.80 0.00 0.00 0.66 0.00 Delay /Veh: 0.0 0.0 0.0 23.4 0.0 34.4 0.0 17.2 0.0 0.0 13.4 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 0.0 0.0 0.0 23.4 0.0 34.4 0.0 17.2 0.0 0.0 13.4 0.0 LOS by Move: A A A C A C A B A A B A HCM2kAvgQ: 0 0 0 8 0 16 0 23 0 0 16 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:33 Page 5 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Morning Peak Hour __ _________ ______________ ____ - ___ -_____ Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #2 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.690 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 11.5 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II --------------- II --------------- II --------------- I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ I --------------- II --------------- II --------------- II -------- -- - - - - - I Volume Module: Base Vol: 3 3 1 86 3 412 349 1900 12 8 1095 64 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 3 3 1 86 3 412 366 1995 13 8 1150 67 Added Vol: 0 0 0 2 0 14 33 109 0 0 175 0 PasserByVol: 0 0 0 1 0 0 0 128 0 0 94 0 Initial Fut: 3 3 1 89 3 426 399 2232 13 8 1419 67 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: 3 3 1 89 3 426 399 2232 13 8 1419 67 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 3 3 1 89 3 426 399 2232 13 8 1419 67 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: 3 3 1 89 3 426 399 2232 13 8 1419 67 ------------ I ------- -------- II------------ - - -II--------------- --------------- Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.95 0.95 0.77 0.77 0.85 0.95 0.95 0.95 0.95 0.91 0.85 Lanes: 0.43 0.43 0.14 0.97 0.03 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 774 774 256 1412 48 1615 1805 3586 20 1805 5187 1615 ------------ I --------------- jj--------------- 11--------------- II--------------- I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.06 0.06 0.26 0.22 0.62 0.62 0.00 0.27 0.04 Crit Moves: # } ** * * *+ + + ** Green /Cycle: 0.09 0.09 0.09 0.09 0.09 0.50 0.41 0.90 0.90 0.01 0.50 0.50 Volume /Cap: 0.04 0.04 0.04 0.69 0.69 0.53 0.54 0.69 0.69 0.69 0.54 0.08 Delay /Veh: 41.5 41.5 41.5 58.4 58.4 17.8 23.5 1.9 1.9 149.9 17.3 13.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 41.5 41.5 41.5 58.4 58.4 17.8 23.5 1.9 1.9 149.9 17.3 13.0 LOS by Move: D D D E E B C A A F B B HCM2kAvgQ: 0 0 0 4 4 9 10 11 11 1 11 1 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling ASSOC. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Jan 14, 2013 09:58:54 Page 5 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Evening Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection 42 Riverside Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.832 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 17.3 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II --------------- II --------------- 11 --------------- I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 14 3 13 114 3 453 270 1410 17 42 2263 53 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 14 3 13 114 3 453 284 1481 18 44 2376 56 Added Vol: 0 0 0 5 0 44 30 232 0 0 188 4 PasserByVOl: 0 0 0 2 0 0 0 142 0 0 155 1 Initial Fut: 14 3 13 121 3 497 314 1855 18 44 2719 61 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: 14 3 13 121 3 497 314 1855 18 44 2719 61 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 14 3 13 121 3 497 314 1855 18 44 2719 61 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: 14 3 13 121 3 497 314 1855 18 44 2719 61 ------------ --------------- II--------------- II--------------- II--------------- I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.86 0.86 0.86 0.73 0.73 0.85 0.95 0.95 0.95 0.95 0.91 0.85 Lanes: 0.47 0.10 0.43 0.98 0.02 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 767 164 712 1359 34 1615 1805 3572 34 1805 5187 1615 ------------I---------------11---------------II---------------11---- Capacity Analysis Module: Vol /Sat: 0.02 0.02 0.02 0.09 0.09 0.31 0.17 0.52 0.52 0.02 0.52 0.04 Crit Moves: * * ** * * ** * * ** Green /Cycle: 0.16 0.16 0.16 0.16 0.16 0.37 0.21 0.80 0.80 0.04 0.63 0.63 Volume /Cap: 0.11 0.11 0.11 0.55 0.55 0.83 0.83 0.65 0.65 0.65 0.83 0.06 Delay /Veh: 36.0 36.0 36.0 41.6 41.6 38.3 52.4 4.6 4.6 67.2 16.3 7.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel /Veh: 36.0 36.0 36.0 41.6 41.6 38.3 52.4 4.6 4.6 67.2 16.3 7.1 LOS by Move: D D D D D D D A A E B A HCM2kAvgQ: 1 1 1 4 4 16 12 13 13 2 26 1 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2009 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:33 Page 6 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +project Morning Peak Hour __ __________ __ ____________ Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #3 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.651 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 21.1 Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- --------------- --------------- --------------- Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 1 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ----------- - I --------------- I--------------- II--- ------- - - - - -I Volume Module: Base Vol: 0 0 0 28 0 24 25 1895 0 0 1206 28 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 0 28 0 24 26 1990 0 0 1266 29 Added Vol: 0 0 0 0 0 0 0 111 0 0 175 0 PasserByVOl: 0 0 0 0 0 0 0 133 0 0 94 0 Initial Fut: 0 0 0 28 0 24 26 2234 0 0 1535 29 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: 0 0 0 28 0 24 26 2234 0 0 1535 29 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 28 0 24 26 2234 0 0 1535 29 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: 0 0 0 28 0 24 26 2234 0 0 1535 29 ------------ I--------------- II--------------- II--------- ------ II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 1.00 0.86 1.00 0.86 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.00 0.00 1.00 0.54 0.00 0.46 1.00 2.00 0.00 0.00 2.94 0.06 Final Sat.: 0 0 1900 876 0 751 1605 3610 0 0 5074 97 ------------ I --------------- II--------------- II---- ----------- II----- ----- - - - - - I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.03 0.00 0.03 0.01 0.62 0.00 0.00 0.30 0.30 Crit Moves: * * ** * * #* Green /Cycle: 0.00 0.00 0.00 0.03 0.00 0.03 0.65 0.97 0.00 0.00 0.32 0.32 Volume /Cap: 0.00 0.00 0.00 0.95 0.00 0.95 0.02 0.64 0.00 0.00 0.95 0.95 Delay /Veh: 0.0 0.0 0.0 150.5 0.0 150.5 6.3 0.6 0.0 0.0 46.3 46.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDe1 /Veh: 0.0 0.0 0.0 150.5 0.0 150.5 6.3 0.6 0.0 0.0 46.3 46.3 LOS by Move: A A A F A F A A A A D D HCM2kAvgQ: 0 0 0 4 0 4 0 5 0 0 22 22 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Jan 14, 2013 09:58:54 Page 6 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +project Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #3 Tustin Avenue (NS) at West Coast Highway (EW) Cycle (sec): - 100 Critical Vol. /Cap.(X): 0.618 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 3.5 Optimal Cycle: 100 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II--------------- II ---------- - - - - - I Control: Permitted Permitted Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 0 0 1 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ --------------- II--------------- II----- ---- -- ---- II------- --- -- - - - I Volume Module: Base Vol: 0 0 3 50 0 28 68 1471 2 0 2240 36 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 0 0 3 50 0 28 71 1545 2 0 2352 38 Added Vol: 0 0 0 0 0 0 0 237 0 0 191 0 PasserByVOl: 0 0 0 0 0 0 0 143 0 0 157 0 Initial Fut: 0 0 3 50 0 28 71 1925 2 0 2700 38 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: 0 0 3 50 0 28 71 1925 2 0 2700 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 3 50 0 28 71 1925 2 0 2700 38 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: 0 0 3 50 0 28 71 1925 2 0 2700 38 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 0.87 0.83 1.00 0.83 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.00 0.00 1.00 0.64 0.00 0.36 1.00 1.99 0.01 0.00 2.96 0.04 Final Sat.: 0 0 1644 1005 0 563 1805 3606 4 0 5105 71 ------------ I --------------- II--------------- II---------- ----- II - - - - -- -I Capacity Analysis Module: Vol /Sat: 0.00 0.00 0.00 0.05 0.00 0.05 0.04 0.53 0.53 0.00 0.53 0.53 Crit Moves: Green /Cycle: 0.00 0.00 0.08 0.08 0.00 0.08 0.06 0.92 0.92 0.00 0.86 0.86 Volume /Cap: 0.00 0.00 0.02 0.62 0.00 0.62 0.62 0.58 0.58 0.00 0.62 0.62 Delay /Veh: 0.0 0.0 42.4 53.4 0.0 53.4 55.4 1.0 1.0 0.0 2.5 2.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel /Veh: 0.0 0.0 42.4 53.4 0.0 53.4 55.4 1.0 1.0 0.0 2.5 2.5 LOS by Move: A A D D A D E A A A A A HCM2kAvgQ: 0 0 0 3 0 3 3 6 6 0 10 10 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:33 Page 7 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +project Morning Peak Hour ------------- --- - - - - -- - - - - --- _ _- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #8 Dover Drive (NS) at West Coast Highway (EW) cycle (sec): 100 Critical Vol. /Cap.(X): 0.639 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 18.4 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ---- ---- - - - -I- ----- II--------------- II---- ----------- II---------- - - - - -I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------ I--------------- II--------------- II-- --------- ---- II-- -- ------ - -- -- I Volume Module: Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 24 45 42 904 44 182 151 1916 22 18 1265 718 Added Vol: 0 0 0 51 0 2 3 107 0 0 173 68 PasserByVOl: 0 0 0 19 0 9 9 120 0 0 86 9 Initial Fut: 24 45 42 974 44 193 163 2143 22 18 1524 795 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 45 42 974 44 193 163 2143 22 18 1524 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 974 44 193 163 2143 22 18 1524 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 24 45 42 974 44 193 163 2143 22 18 1524 0 ------------ I --------------- II--------------- II------------ --- li-------- -- - --- - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.88 0.86 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1805 1733 1617 5253 1900 1615 3502 5129 53 1805 5187 1900 ------ ------ I - - - - -- I--------------- II--------------- II - - -- - - - -I Capacity Analysis Module: Vol /Sat: 0.01 0.03 0.03 0.19 0.02 0.12 0.05 0.42 0.42 0.01 0.29 0.00 Crit Moves: Green /Cycle: 0.04 0.04 0.04 0.29 0.29 0.29 0.09 0.65 0.65 0.02 0.58 0.00 Volume /Cap: 0.33 0.64 0.64 0.64 0.08 0.41 0.51 0.64 0.64 0.64 0.51 0.00 Delay /Veh: 49.2 57.0 57.0 31.9 25.9 29.2 44.6 10.7 10.7 89.4 12.8 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 49.2 57.0 57.0 31.9 25.9 29.2 44.6 10.7 10.7 89.4 12.8 0.0 LOS by Move: D E E C C C D B B F B A HCM2kAvgQ: 1 3 3 io 1 5 3 15 15 1 10 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Jan 14, 2013 09:58:54 Page 7 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Evening Peak Hour ------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #8 Dover Drive (NS) at West Coast_ Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.740 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 18.6 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II----------- - - - -II -- - - - - -I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3. 0 1 ------------ --------------- --------------- --------------- --------------- Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2054 1170 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 16 32 50 840 49 136 125 1551 23 50 2157 1229 Added Vol: 0 0 0 115 0 5 3 234 0 0. 186 66 PasserByVol: 0 0 0 13 0 16 27 123 0 0 150 26 Initial Fut: 16 32 50 968 49 157 155 1908 23 50.2493 1341 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 32 50 968 49 157 155 1908 23 50 2493 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 s0 968 49 157 155 1908 23 50 2493 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 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 32 s0 968 49 157 155.1908 23 50 2493 0 ------------ --------------- II--------------- II-- -------- ----- II----- ----- - - - - - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.86 0.86 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat.: 1805 1641 1641 5253 1900 1615 3502 5115 62 1805 5187 1900 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.01 0.02 0.03 0.16 0.03 0.10 0.04 0.37 0.37 0.03 0.48 - 0.00 Crit Moves: * * ** * * ** **** **** Green /Cycle: 0.04 0.04 0.04 0.25 0.25 0.25 0.06 0.66 0.66 0.05 0.65 0.00 Volume /Cap: 0.22 0.47 0.74 0.74 0.10 0.39 0.74 0.57 0.57 0.57 0.74 0.00 Delay /Veh: 47.8 48.9 70.4 36.8 29.0 31.8 59.3 9.4 9.4 54.6 12.7 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 47.8 48.9 70.4 36.8 29.0 31.8 59.3 9.4 9.4 54.6 12.7 0.0 LOS by Move: D D E D C C E A A D B A HCM2kAvgQ: 1 2 3 11 1 4 4 12 12 2 20 0 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMA.N ASSOC, ORANGE CA Default Scenario Thu Feb 7, 2013 16:59:33 _Page 8 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +Project Morning Peak Hour Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.709 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 13.5 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II------------ --- II---------- -- - - - I Volume Module: Base Vol: 383 13 Growth Adj: 1.00 1.00 Initial Bse: 383 13 Added Vol: 5 7 PasserByVol: 1 0 Initial Fut: 389 20 User Adj: 1.00 1.00 PHF Adj: 1.00 1.00 PHF Volume: 389 20 Reduct Vol: 0 0 Reduced Vol: 389 20 PCE Adj: 1.00 1.00 MLF Adj: 1.00 1.00 FinalVolume: 389 20 ------------I----------- Saturation Flow Module: Sat /Lane: 1900 1900 Adjustment: 0.92 0.95 Lanes: 2.74 0.11 Final Sat.: 4777 198 ------------I--- Capacity Analysis Module 25 1.00 25 2 1 28 1.00 1.00 28 0 28 1.00 1.00 28 1900 0.95 0.15 277 30 5 1.00 1.00 30 5 22 4 44 0 96 9 1.00 1.00 1.00 1.00 96 9 0 0 96 9 1.00 1.00 1.00 1.00 96 9 1900 1900 0.95 0.87 1.00 0.10 1805 161 36 30 2421 1.00 1.05 1.05 36 32 2542 29 46 89 18 35 95 83 113 2726 1.00 1.00 1.00 1.00 1.00 1.00 83 113 2726 0 0 0 83 113 2726 1.00 1.00 1.00 1.00 1.00 1.00 83 113 2726 - - - -11 1900 1900 1900 0.87 0.95 0.91 0.90 1.00 3.00 1483 1805 5187 300 1.05 315 24 0 339 1.00 1.00 339 0 339 1.00 1.00 339 1900 0.85 1.00 1615 37 1476 15 1.05 1.05 1.05 39 1550 16 9 207 19 0 64 0 48 1621 35 1.00 1.00 1.00 1.00 1.00 1.00 48 1821 35 0 0 0 48 1821 35 1.00 1.00 1.00 1.00 1.00 1.00 48 1821 35 --------------- 1900 1900 1900 0.95 0.91 0.91 1.00 3.93 0.07 1805 6766 129 Vol /Sat: 0.08 0.10 0.10 0.05 0.06 0.06 0.06 0.53 0.21 0.03 0.27 0.27 Crit Moves: * * ** * * ** * * ** * * ** Green /Cycle: 0.14 0.14 0.14 0.08 0.08 0.08 0.15 0.74 0.74 0.04 0.63 0.63 Volume /Cap: 0.57 0.71 0.71 0.67 0.71 0.71 0.43 0.71 0.28 0.71 0.43 0.43 Delay /Veh: 41.1 44.7 44.7 56.8 61.5 61.5 40.0 7.7 4.4 76.9 9.3 9.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel /Veh: 41.1 44.7 44.7 56.8 61.5 61.5 40.0 7.7 4.4 76.9 9.3 9.3 LOS by Move: D D D E E E D A A E A A HCM2kAvgQ: 5 7 7 4 4 4 4 17 3 3 8 8 Note: Queue reported is the number of cars per lane. Tra£fix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Jan 14, 2013 09:58:54 Page 8 -1 Back Bay Landing Existing +Growth (Year 2017) +Approved Projects +Cumulative Projects +project Evening Peak Hour Level Of Service Computation Report - 2000 HCM Operations Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.778 Loss Time (sec): 0 (Y +R =0.0 sec) Average Delay (sec /veh): 18.2 Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II---------------.--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ---- I--------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Initial Bse: 410 6 29 23 16 38 53 1990 497 60 3006 24 Added Vol: 49 7 18 27 9 59 48 227 75 27 164 28 PasserByVol: 3 0 0 77 0 34 35 74 2 0 117 10 Initial Fut: 462 15 47 127 25 131 136 2291 574 87 3287 62 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: 462 15 47 127 25 131 136 2291 574 87 3287 62 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 462 15 47 127 25 131 136 2291 574 87 3287 62 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: 462 15 47 127 25 131 136 2291 574 87 3287 62 ------------ --------------- II--------------- II--- -------- ---- II---------- - - -- - I Saturation Flow Module: Sat /Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.95 0.87 0.87 0.95 0.91 0.85 0.95 0.91 0.91 Lanes: 2.72 0.07 0.21 1.00 0.16 0.84 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4739 122 382 1805 266 1394 1805 5187 1615 1805 6767 128 ------------ I --------------- II----------- - - - -II ----- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.10 0.12 0.12 0.07 0.09 0.09 0.08 0.44 0.36 0.05 0.49 0.49 Crit Moves: * * *# * * *# * * ** # # ## Green /Cycle: 0.16 0.16 0.16 0.12 0.12 0.12 0.10 0.65 0.65 0.07 0.62 0.62 Volume /Cap: 0.62 0.78 0.78 0.58 0.78 0.78 0.78 0.68 0.55 0.68 0.78 0.78 Delay /Veh: 40.7 46.1 46.1 45.5 60.0 60.0 63.7 11.5 10.1 59.1 14.6 14.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Del /Veh: 40.7 46.1 46.1 45.5 60.0 60.0 63.7 11.5 10.1 59.1 14.6 14.6 LOS by Move: D D D D E E E B B E B B HCM2kAvgQ: 6 9 9 5 7 7 6 17 10 4 22 22 Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA APPENDIX J Site Access Evaluations Intersection Capacity Utilization Worksheets Existing Geometry MITIG8 - Default Scenario Mon Jun 24, 2013 09:27:29 Page 1 -1 Back Bay Landing Existing Plus Project Morning Peak Hour - Existing Geometry Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 49 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.663 . Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II---- ----------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II------ --------- II---------- - - - - - I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 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: 383 13 25 30 5 36 30 2421 300 37 1476 15 Added Vol: 0 7 0 22 4 29 46 0 0 0 0 19 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 383 20 25 52 9 65 76 2421 300 37 1476 34 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: 383 20 25 52 9 65 76 2421 300 37 1476 34 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 383 20 25 52 9 65 76 2421 300 37 1476 34 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: 383 20 25 52 9 65 76 2421 300 37 1476 34 ----- --------------- II--------------- II--------------- II------- --- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.68 0.14 0.18 1.00 0.12 0.88 1.00 3.00 1.00 1.00 3.91 0.09 Final Sat.: 4295 224 280 1600 195 1405 1600 4800 1600 1600 6256 144 ----- ------- I - - - - - -- --------------- II--------------- II- --------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.03 0.05 0.05 0.05 0.50 0.19 0.02 0.24 0.24 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG6 - Default Scenario Mon Jun 24, 2013 09:27:46 Page 1 -1 Back Bay Landing Existing Plus Project Evening Peak Hour - Existing Geometry - --------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.696 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- 11--------------- II--------------- II---------- - - - - -I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 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: 410 8 29 23 16 38 50 1895 473 57 2863 23 Added Vol: 0 7 0 27 9 59 48 0 0 0 0 28 PasserByVol: 0 0 0 6 0 5 9 -9 0 0 -10 10 Initial Fut: 410 15 29 56 25 102 107 1886 473 57 2853 61 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: 410 15 29 56 25 102 107 1686 473 57 2853 61 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 410 15 29 56 25 102 107 1686 473 57 2853 61 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: 410 15 29 56 25 102 107 1886 473 57 2853 61 ------------ ------ ---------------II---------------II---- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.71 0.10 0.19 1.00 0.20 0.80 1.00 3.00 1.00 1.00 3.92 0.08 Final Sat.: 4335 159 307 1600 315 1285 1600 4800 1600 1600 6266 134 --- I ------ --------- II--------------- II-- ------------- II----=----- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.04 0.08 0.08 0.07 0.39 0.30 0.04 0.46 0.46 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Jun 24, 2013 09:28:04 Page 1 -1 Back Bay Landing TPO Analysis Without Project Morning Peak Hour - Existing Geometry ------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length 8) Method (Future Volume Alternative) Intersection 49 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.708 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C #*#***#+*****#***##*#***#*********#********+***#* . * * * * * * + * + * * * * * # * * # # *. * * * + * * * *+ Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- II--------------- 11 - - -- -- -11---------- - - - - -I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------- - - - - -I -- - - - -II ------ II-- - - - - -- --------------- Volume Module: Base Vol: 384 13 26 74 5 54 67 2637 315 39 1614 16 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: 384 13 26 74 5 54 67 2637 315 39 1614 16 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 384 13 26 74 5 54 67 2637 315 39 1614 16 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: 384 13 26 74 5 54 67 2637 315 39 1614 16 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 384 13 26 74 5 54 67 2637 315 39 1614 16 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: 384 13 26 74 5 54 67 2637 315 39 1614 16 ---- --- ---- -I - --- ---- II--------------- II-------------- -II---------- - - - - -I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.73 0.09 0.18 1.00 0.06 0.92 1.00 3.00 1.00 1.00 3.96 0.04 Final Sat.: 4357 148 295 1600 136 1464 1600 4800 1600 1600 6337 63 ------------ I ------------ - - -II- ---- II--------- -- -- - -II --------------- I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.05 0.04 0.04 0.04 0.55 0.20 0.02 0.25 0.25 Crit Moves: * * ** * * *+ * * ** * * *+ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIGS - Default Scenario Mon Jun 24, 2013 09:28:47 Page 1 -1 Back Bay Landing TPO Analysis Without Project Evening Peak Hour - Existing Geometry ------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.695 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------- ------ II--- -------- - - - -II - -- II---------- - - - --I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- II--------------- II--------- ------ II---------- - - -- - I Volume Module: Base Vol: 413 8 29 94 16 67 79 2073 499 60 3133 24 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: 413 8 29 94 16 67 79 2073 499 60 3133 24 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 413 8 29 94 16 67 79 2073 499 60 3133 24 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: 413 8 29 94 16 67 79 2073 499 60 3133 24 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 413 8 29 94 16 67 79 2073 499 60 3133 24 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: 413 8 29 94 16 67 79 2073 499 60 3133 24 ------------ I --------------- II--------------- II-- ------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1 -.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.76 0.05 0.19 1.00 0.19 0.81 1.00 3.00 1.00 1.00 3.97 0.03 Final Sat.: 4405 85 309 1600 308 1292 1600 4800 1600 1600 6351 49 ------------ I --------------- II--------------- II------- -------- II---- ------ - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.06 0.05 0.05 0.05 0.43 0.31 0.04 0.49 0.49 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Jun 24, 2013 09:29:08 Page 1 -1 Back Bay Landing TPO Analysis With Project Morning Peak Hour - Existing Geometry -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) *****}***}******#}*#*#*}*#****+**+*+**********+*+ * + * # * # * # # # # # # # # # # # * * * * # * * * * * * ** Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.723, Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: - L - T - R L - T - R L - T - R L - T - R ------------ --------------- II --------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- II----------- - - --II - II- --------- - - - - -I Volume Module: Base Vol: 384 13 26 74 5 54 67 2637 315 39 1614 16 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: 384 13 26 74 5 54 67 2637 315 39 1614 16 Added Vol: 0 7 0 22 4 29 46 0 0 0 0 19 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 384 20 26 96 9 83 113 2637 315 39 1614 35 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: 384 20 26 96 9 83 113 2637 315 39 1614 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 384 20 26 96 9 83 113 2637 315 39 1614 35 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: 384 20 26 96 9 83 113 2637 315 39 1614 35 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.68 0.14 0.18 1.00 0.10 0.90 1.00 3.00 1.00 1.00 3.92 0.08 Final Sat.: 4287 223 290 1600 157 1443 1600 4800 1600 1600 6264 136 ------------ I --------------- II --------------- II--------------- II--------- - - - - -- I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.06 0.06 0.06 0.07 0.55 0.20 0.02 0.26 0.26 Crit Moves: * * ** * * ** * * ** * * ** Traf_`ix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Jun 24, 2013 09:29:19 Page 1 -1 Back Bay Landing TPO Analysis With Project Evening Peak Hour - Existing Geometry Level Of Service Computation Report ICU Moss as Cycle Length 6) Method (Future Volume Alternative) Intersection 49 Bayside Drive (NS) at East Coast Highway (EW) +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Cycle (sec): 100 Critical Vol. /Cap.(X): 0.775 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R -_---------- I --------------- II--------------- II--------------- II---- ------ - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II------------- --II--- ------- - --- - I Volume Module: Base Vol: 413 8 29 94 16 67 79 2073 499 60 3133 24 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: 413 8 29 94 16 67 79 2073 499 60 3133 24 Added Vol: 0 7 0 27 9 59 48 0 0 0 0 28 PasserByVO1: 0 0 0 6 0 5 9 -9 0 0 -10 10 Initial Fut: 413 15 29 127 25 131 136 2064 499 60 3123 62 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: 413 15 29 127 25 131 136 2064 499 60 3123 62 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 413 15 29 127 25 131 136 2064 499 60 3123 62 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: 413 15 29 127 25 131 136 2064 499 60 3123 62 ------------ --------------- II--------------- II------------ --- II--------- - -- - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.71 0.10 0.19 1.00 0.16 0.84 1.00 3.00 1.00 1.00 3.92 0.08 Final Sat.: 4338 158 305 1600 256 1344 1600 4800 1600 1600 6275 125 ------------ I --------------- II--------------- II--- ----- ------- II----- ----- - - - - - I Capacity Analysis Module: Vol /Sat: 0.10 0.10 0.10 0.08 0.10 0.10 0.09 0.43 0.31 0.04 0.50 0.50 Grit Moves: * * ** + + ++ + + ++ + + ++ +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + ++ + + + + + + + + + + + + + + + + + + + ++ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Jun 24, 2013 09:29:32 Page 1 -1 Back Bay Landing CEQA Analysis With Project Morning Peak Hour - Existing Geometry Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) ********************##*##*###**#*****#**#*#**#*#* # * # * * * * * * * * * * * * * * * * * * * * * * * * * * ** Cycle (sec): 100 Critical Vol. /Cap.(X): 0.749 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 --- I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 389 13 28 74 5 54 67 2726 339 48 1821 16 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: 389 13 28 74 5 54 67 2726 339 48 1821 16 Added Vol: 0 7 0 22 4 29 46 0 0 0 0 19 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 389 20 28 96 9 83 113 2726 339 48 1821 35 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 PHE 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: 389 20 28 96 9 83 113 2726 339 48 1821 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 389 20 28 96 9 83 113 2726 339 48 1821 35 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: 389 20 28 96 9 83 113 2726 339 48 1821 35 ------------ --------------- II--------------- II--------------- II------ -- -- --- - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.67 0.14 0.19 1.00 0.10 0.90 1.00 3.00 1.00 1.00 3.92 0.08 Final Sat.: 4273 220 308 1600 157 1443 1600 4800 1600 1600 6279 121 ------------ I --------------- II--------------- II------- -------- II------ ---- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.06 0.06 0.06 0.07 0.57 0.21 0.03 0.29 0.29 Crit Moves: * * ** * * ** * * ** * * ** *********************#***#********************#** * * * * * * # * * * * * * * * * * # * # * # * # * * * * * #* Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIGB - Default Scenario Mon Jun 24, 2013 09:29:44 Page 1 -1 Back Bay Landing CEQA Analysis With Project Evening Peak Your - Existing Geometry ----------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.815 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx optimal Cycle: 100 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II-_----------_-- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- II--------------- II---- ----------- II- --------- - - - - - I Volume Module: Base Vol: 462 8 47 94 16 67 79 2300 574 87 3297 24 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: 462 8 47 94 16 67 79 2300 574 87 3297 24 Added Vol: 0 7 0 27 9 59 48 0 0 0 0 28 PasserByVOl: 0 0 0 6 0 5 9 -9 0 0 -10 10 Initial Put: 462 15 47 127 25 131 136 2291 574 87 3287 62 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: 462 15 47 127 25 131 136 2291 574 87 3287 62 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 462 15 47 127 25 131 136 2291 574 87 3287 62 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: 462 15 47 127 25 131 136 2291 574 87 3287 62 ------------ ---------------II---------------II---------------II------ Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.64 0.09 0.27 1.00 0.16 0.84 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4232 137 431 1600 256 1344 1600 4800 1600 1600 6282 118 ------------ I --------------- II --------------- II ----------- ---- II ---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.11 0.11 0.11 0.08 0.10 0.10 0.09 0.48 0.36 0.05 0.52 0.52 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Project- Related Improvements MITIG8 - Default Scenario Mon Jun 24, 2013 10:07:06 Page 1 -1 Back Bay Landing Existing Plus Project Morning Peak Hour - Project Related Improvements Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.649 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 1 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 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: 383 13 25 30 5 36 30 2421 300 37 1476 15 Added Vol: 0 7 0 22 4 29 46 0 0 0 0 19 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 383 20 25 52 9 65 76 2421 300 37 1476 34 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: 383 20 25 52 9 65 76 2421 300 37 1476 34 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 383 20 25 52 9 65 76 2421 300 37 1476 34 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: 383 20 25 52 9 65 76 2421 300 37 1476 34 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.68 0.14 0.18 1.00 0.24 1.76 1.00 3.00 1.00 1.00 3.91 0.09 Final Sat.: 4295 224 280 1600 369 2611 1600 4800 1600 1600 6256 144 Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.03 0.02 0.02 0.05 0.50 0.19 0.02 0.24 0.24 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Jun 24, 2013 10:07:24 Page 1 -1 Back Bay Landing Existing Plus Project Evening Peak Hour - Project Related Improvements -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) ********************#**#*#*#*#*#***************** * * * * * * * * * * * * * * * * * * * * # * # * * * * * * ** Cycle (sec): 100 Critical Vol. /Cap.(X): 0.656 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B ************************#*****#****************** * * * * * * * * * * * # * # * # * * * * * * * * * * * * # ** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------I---------------II---------------II---------------II---- Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 1 1 0 3 0 1 1 0 3 1 0 ------------ --------------- II--------------- II---------- ----- II---------- - - - - - I Volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 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: 410 8 29 23 16 38 50 1895 473 57 2863 23 Added Vol: 0 7 0 27 9 59 48 0 0 0 0 28 PassereyVol: 0 0 0 6 0 5 9 -9 0 0 -10 10 Initial Put: 410 15 29 56 25 102 107 1886 473 57 2853 61 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: 410 15 29 56 25 102 107 1886 473 57 2853 61 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 410 15 29 56 25 102 107 1886 473 57 2853 61 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: 410 15 29 56 25 102 107 1886 473 57 2853 61 ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.71 0.10 0.19 1.00 0.39 1.61 1.00 3.00 1.00 1.00 3.92 0.08 Final Sat.: 4335 159 307 1600 630 2570 1600 4800 1600 1600 6266 134 Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.04 0.04 0.04 0.07 0.39 0.30 0.04 0.46 0.46 Crit Moves: * * ** * * ** * * ** * * ** ****##********#****#*#******#******************** # * # * # * # * * * * * * * * * * * * * * * * * * * * * * *# Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Jun 24, 2013 10:09:09 Page 1 -1 Back Bay Landing TPO Analysis Without Project Morning Peak Hour - Project Related Improvements ----------------------------------- - - - --' Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Cycle (sec): 100 Critical Vol. /Cap.(X): 0.708 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 11 0 0 1 0 0 1 1 1 0 3 0 1 1 0 3 1 0 ------------ I - - - -- -- II--------------- II----- ------- --- II---------- - - - - -I Volume Module: Base Vol: 364 13 26 74 5 54 67 2637 315 39 1614 16 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: 384 13 26 74 5 54 67 2637 315 39 1614 16 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 384 13 26 74 5 54 67 2637 315 39 1614 16 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 ?HE 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: 384 13 26 74 5 54 67 2637 315 39 1614 16 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 394 13 26 74 5 54 67 2637 315 39 1614 16 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: 384 13 26 74 5 54 67 2637 315 39 1614 16 ------------ I--------------- II--------------- II--------------- II- --------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.73 0.09 0.18 1.00 0.17 1.83 1.00 3.00 1.00 1.00 3.96 0.04 Final Sat.: 4357 148 295 1600 271 2929 1600 4800 1600 1600 6337 63 ------------ I --------------- II--------------- II----- ----- ----- II---------- - -- -- I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.05 0.02 0.02 0.04 0.55 0.20 0.02 0.25 0.25 Crit Moves: * * ** * * ** * * ** * * ** +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Traffix 7.9.0215 (c) 2009 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Jun 24, 2013 10:10:08 'Page 1 -1 Back Bay Landing TPO Analysis Without Project Evening Peak Hour - Project Related Improvements -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 5) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cao.(X): 0.695 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11 --------------- II --------------- II---------- - - - - - Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 1 1 0 3 0 1 1 0 3 1 0 ------------ I--------------- II--------------- 11--------- ------ II-- -- ------ - - - - -I Volume Module: Base Vol: 413 6 29 94 16 67 79 2073 499 60 3133 24 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: 413 8 29 94 16 67 79 2073 499 60 3133 24 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 413 8 29 94 16 67 79 2073 499 60 3133 24 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: 413 8 29 94 16 67 79 2073 499 60 3133 24 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 413 8 29 94 16 67 79 2073 499 60 3133 24 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: 413 8 29 94 16 67 79 2073 499 60 3133 24 ------------ I --------------- II--------------- II--------------- II----- ----- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.76 0.05 0.19 1.00 0.39 1.61 1.00 3.00 1.00 1.00 3.97 0.03 Final Sat.: 4405 85 309 1600 617 2583 1600 4800 1600 1600 6351 49 Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.06 0.03 0.03 0.05 0.43 0.31 0.04 0.49 0.49 Crit Moves: * * ** * * ** * * ** * * ** Traf£ix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Jun 24, 2013 10:10:21 Page 1 -1 Back Bay Landing TPO Analysis With Project Morning Peak Hour - Project Related Improvements __ -_ ------------------ ------------------------------ - - Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection 49 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.723 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C ********************************+***+*+*+*+**+*** * * * + + + + + + + + + + * + * * * * * * * * * * * * * * ** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II --------------- 11 --------------- 11 --------------- I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 11 0 0 1 0 0 1 1 1 0 3 0 1 1 0 3 1 0 ------------ --------------- II --------------- II --------------- II ---------- - - - - - I Volume Module: Base Vol: 384 13 26 Growth Adj: 1.00 1.00 1.00 Initial Bse: 384 13 26 Added Vol: 0 7 0 PasserByVol: 0 0 0 Initial Fut: 384 20 26 User Adj: 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 PHF Volume: 384 20 26 Reduct Vol: 0 0 0 Reduced Vol: 384 20 26 PCE Adj: 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 FinalVolume: 384 20 26 --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 Adjustment: 1.00 1.00 1.00 Lanes: 2.68 0.14 0.18 Final Sat.: 4287 223 290 --I--------------- Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 Crit Moves: * * ** * * * * * * * * * * * * * * * # * * * + * * * * * * ** 74 5 1.00 1.00 74 5 22 4 0 0 96 9 1.00 1.00 1.00 1.00 96 9 0 0 96 9 1.00 1.00 1.00 1.00 96 9 1600 1600 1.00 1.00 1.00 0.20 1600 313 0.06 0.03 * * ** 54 1.00 54 29 0 83 1.00 1.00 83 0 83 1.00 1.00 83 1600 1.00 1.80 2887 0.03 k * ** ** 67 2637 1.00 1.00 67 2637 46 0 0 0 113 2637 1.00 1.00 1.00 1.00 113 2637 0 0 113 2637 1.00 1.00 1.00 1.00 113 2637 1600 1600 1.00 1.00 1.00 3.00 1600 4800 0.07 0.55 * * ** 315 1.00 315 0 0 315 1.00 1.00 315 0 315 1.00 1.00 315 1600 1.00 1.00 1600 0.20 39 1614 16 1.00 1.00 1.00 39 1614 16 0 0 19 0 0 0 39 1614 35 1.00 1.00 1.00 1.00 1.00 1.00 39 1614 35 0 0 0 39 1614 35 1.00 1.00 1.00 1.00 1.00 1.00 39 1614 35 I----- ----- - - - - -I 1600 1600 1600 1.00 1.00 1.00 1.00 3.92 0.08 1600 6264 136 ---- ------ - - - - -I 0.02 0.26 0.26 Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Jun 24, 2013 10:10:31 Page 1 -1 Back Bay Landing TPO Analysis With Project Evening Peak Hour - Project Related Improvements Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) t}t***t**#*****************#********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Cycle (sec): 100 Critical Vol. /Cap.(X):• 0.757 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------- II--------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 1 1 0 3 0 1 1 0 3 1 0 --------------------------- 11--------------- II-- ------------- II---------- - -- - -I Volume Module: Base Vol: 413 8 29 94 16 67 79 2073 499 60 3133 24 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: 413 8 29 94 16 67 79 2073 499 60 3133 24 Added Vol: 0 7 0 27 9 59 48 0 0 0 0 28 PasserByvol: 0 0 0 6 0 5 9 -9 0 0 -10 10 Initial Fut: 413 15 29 127 25 131 136 2064 499 60 3123 62 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: 413 15 29 127 25 131 136 2064 499 60 3123 62 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 413 15 29 127 25 131 136 2064 499 60 3123 62 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: 413 15 29 127 25 131 136 2064 499 60 3123 62 ------------ --------------- II--------------- II----- -- -------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.71 0.10 0.19 1.00 0.32 1.68 1.00 3.00 1.00 1.00 3.92 0.08 Final Sat.: 4338 158 305 1600 513 2687 1600 4800 1600 1600 6275 125 ------------ I --------------- II--------------- II--------------- II-- ---- -- -- - - - - - I Capacity Analysis Module: Vol /Sat: 0.10 0.10 0.10 0.08 0.05 0.05 0.09 0.43 0.31 0.04 0.50 0.50 Crit Moves: t +t+ * * ** • * +* * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIGB - Default Scenario Mon Jun 24, 2013 10:10:41 Page 1 -1 Back Bay Landing CEQA Analysis With Project Morning Peak Hour - Project Related Improvements -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.749 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 1 1 0 3 0 1 1 0 3 1 0 ------------ --------------- II--------------- II--------------- II------ ---- - - - - - I Volume Module: Base Vol: 389 13 28 74 5 54 67 2726 339 48 1821 16 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: 389 13 28 74 5 54 67 2726 339 48 1821 16 Added Vol: 0 7 0 22 4 29 46 0 0 0 0 19 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 389 20 28 96 9 83 113 2726 339 48 1821 35 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: 389 20 28 96 9 83 113 2726 339 48 1821 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 389 20 28 96 9 83 113 2726 339 48 1821 35 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: 389 20 28 96 9 83 113 2726 339 48 1821 35 ------- - - - - -I -----II---------------II---------------II--- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.67 0.14 0.19 1.00 0.20 1.80 1.00 3.00 1.00 1.00 3.92 0.08 Final Sat.: 4273 220 308 1600 313 2887 1600 4800 1600 1600 6279 121 ------------ I --------------- II--------------- II------------ --- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.06 0.03 0.03 0.07 0.57 0.21 0.03 0.29 0.29 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIGB - Default Scenario Mon Jun 24, 2013 10:10:51 Page 1 -1 Back Bay Landing CEQA Analysis With Project Evening Peak Hour - Project Related Improvements -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length €) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.797 Loss Time (sec): 0 (Y+R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------- - - - - -I ---- II--------------- II-- _------------ II---------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 11 0 0 1 0 0 1 1 1 0 3 0 1 1 0 3 1 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Volume Module: Base Vol: 462 8 47 94 16 67 79 2300 574 67 3297 24 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: 462 6 47 94 16 67 79 2300 574 87 3297 24 Added Vol: 0 7 0 27 9 59 48 0 0 0 0 28 PasserByVOl: 0 0 0 6 0 5 9 -9 0 0 -10 10 Initial Put: 462 15 47 127 25 131 136 2291 574 87 3287 62 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: 462 15 47 127 25 131 136 2291 574 87 3287 62 Reduct Vol: 0 0 0. 0 0 0 0 0 0 0 0 0 Reduced Vol: 462 15 47 127 25 131 136 2291 574 87 3287 62 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: 462 15 47 127 25 131 136 2291 574 87 3287 62 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.64 0.09 0.27 1.00 0.32 1.68 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4232 137 431 1600 513 2687 1600 4800 1600 1600 6282 118 ----- I --------------- II---------- --- --II- -- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.11 0.11 0.11 0.08 0.05 0.05 0.09 0.48 0.36 0.05 0.52 0.52 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Project- Related Improvements Plus Optional Secondary Access MITIG8 - Default Scenario Mon Sun 24, 2013 11:38:19 Page 1 -1 Back Bay Landing Existing Plus Project Morning Peak Hour - Project Related Improvements + Opt. Secondary Access Level Of Service Computation Report ICU 1(LOSS as Cycle Length %) Method (Future Volume Alternative) Intersection 49 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.649 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II--------------- II --------------- Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 1 1 0 3 0 1 1 0 3 1 0 ------------ --------------- II--------------- II--------- ------ II---------- - - - - - I Volume Module: Base Vol: 383 13 25 30 5 36 30 2421 300 37 1476 15 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: 383 13 25 30 5 36 30 2421 300 37 1476 15 Added Vol: 0 7 0 22 4 29 46 0 0 0 5 15 PasserByvol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 383 20 25 52 9 65 76 2421 300 37 1481 30 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: 383 20 25 52 9 65 76 2421 300 37 1461 30 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 383 20 25 52 9 65 76 2421 300 37 1481 30 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: 383 20 25 52 9 65 76 2421 300 37 1481 30 ------------ --------------- II--------------- II--------------- II-------- -- - -- - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.68 0.14 0.18 1.00 0.24 1.76 1.00 3.00 1.00 1.00 3.92 0.08 Final Sat.: 4295 224 280 1600 389 2811 1600 4800 1600 1600 6273 127 ------------ I --------------- II--------------- II--------------- II------- --- -- - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.03 0.02 0.02 0.05 0.50 0.19 0.02 0.24 0.24 Crit Moves: * * ** * * ** # * ** * * ** Traffix 1.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Jun 24, 2013 11:38:36 Page 1 -1 Back Bay Landing Existing Plus Project Evening Peak Hour - Project Related Improvements + Opt. Secondary Access Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 49 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.656 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R - -- I --------------- II--------------_ II--------------- II-- -------- - - - - - I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 1 1 0 3 0 1 1 0 3 1 0 ------------ I ---------------II---------------II---------------II- volume Module: Base Vol: 410 8 29 23 16 38 50 1895 473 57 2863 23 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: 410 8 29 23 16 38 50 1895 473 57 2863 23 Added Vol: 0 7 0 27 9 59 48 0 0 0 7 21 PasserByVOl: 0 0 0 6 0 5 9 -9 0 0 -10 10 Initial Fut: 410 15 29 56 25 102 107 1886 473 57 2860 54 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 ?HE Volume: 410 15 29 56 25 102 107 1886 473 57 2860 54 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 410 15 29 56 25 102 107 1886 473 57 2860 54 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: 410 15 29 56 25 102 107 1866 473 57 2860 54 ------------ ---------------II---------------II---------------II- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.71 0.10 0.19 1.00 0.39 1.61 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4335 159 307 1600 630 2570 1600 4800 1600 1600 6281 119 ------------ I - ---- II--------------- II--------------- II----------- - -' - -I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.04 0.04 0.04 0.07 0.39 0.30 0.04 0.46 0.46 Crit Moves: * * #* * # +* # # #* *Y ## Tra£fix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Jun 24, 2013 11:38:58 Page 1 -1 Back Bay Landing TPO Analysis Without Project Morning Peak Hour - Project Related Improvements + Opt. Secondary Access Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.708 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II--------------- II --------------- II --------------- I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 1 1 0 3 0 1 1 0 3 1 0 ------------ I--------------- II--------------- II--------------- 11---------- - - - - -I Volume Module: Base Vol: 384 13 26 74 5 54 67 2637 315 39 1614 16 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: 384 13 26 74 5 54 67 2637 315 39 1614 16 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 384 13 26 74 5 54 67 2637 315 39 1614 16 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: 384 13 26 74 5 54 67 2637 315 39 1614 16 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 384 13 26 74 5 54 67 2637 315 39 1614 16 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: 384 13 26 74 5 54 67 2637 315 39 1614 16 ------------ -------------- -II-- --- ---- --- - - -II--------------- --------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.73 0.09 0.18 1.00 0.17 1.83 1.00 3.00 1.00 1.00 3.96 0.04 Final Sat.: 4357 148 295 1600 271 2929 1600 4800 1600 1600 6337 63 ------------ I--------------- II--------------- II--------------- 11------ ---- - - - - -I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.05 0.02 0.02 0.04 0.55 0.20 0.02 0.25 0.25 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MTTIG8 - Default Scenario Mon Jun 24, 2013 16:29:23 Page 1 -1 Back Bay Landing TPO Analysis Without Project Evening Peak Hour - Project Related Improvements + Opt. Secondary Access Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.695 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: B ***#*#**#***********#*#**##*#***##**********#**#* * + # * * * * + # * * # * * * * * * * # # * # * # * * * * +* Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II--------------- II---------- - - - -- I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 1 1 0 3 0 1 1 0 3 1 0 ------------ --------------- II--------------- II--------------- II- --------- - -- - - I Volume Module: Base Vol: 413 8 29 94 16 67 79 2073 499 60 3133 24 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: 413 8 29 94 16 67 79 2073 499 60 3133 24 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 413 8 129 94 16 67 79 2073 499 60 3133 24 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: 413 8 29 94 16 67 79 2073 499 60 3133 24 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 413 8 29 94 16 67 79 2073 499 60 3133 24 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: 413 8 29 94 16 67 79 2073 499 60 3133 24 ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.76 0.05 0.19 1.00 0.39 1.61 1.00 3.00 1.00 1.00 3.97 0.03 Final Sat.: 4405 85 309 1600 617 2583 1600 4800 1600 1600 6351 49 ---------- - - I - -- - II--------------- II--------------- II---------- - - - - -I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.06 0.03 0.03 0.05 0.43 0.31 0.04 0.49 0.49 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2006 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Jun 24, 2013 11:39:50 Page 1 -1 Back Bay Landing TPO Analysis With Project Morning Peak Hour - Project Related Improvements + Opt. Secondary Access Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.723 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C ***#*#*#*#*#****##* a**********#*#************}*** * # * * * * * * * * * * * * * * * * + * + * * * * # * # * ** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ---------- - - I --- -- II--------------- II--------------- II---------- - - - - -I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 1 1 0 3 0 1 1 0 3 1 0 ------------ I --------------- II------- -------- II--------------- II -- -- -I Volume Module: Base Vol: 384 13 26 74 5 54 67 2637 315 39 1614 16 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: 384 13 26 74 5 54 67 2637 315 39 1614 16 Added Vol: 0 7 0 22 4 29 46 0 0 0 5 15 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 384 20 26 96 9 83 113 2637 315 39 1619 31 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: 384 20 26 96 9 83 113 2637 315 39 1619 31 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 384 20 26 96 9 83 113 2637 315 39 1619 31 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: 384 20 26 96 9 83 113 2637 315 39 1619 31 - --------------- II--------------- II------ ------ --- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.68 0.14 0.18 1.00 0.20 1.80 1.00 3.00 1.00 1.00 3.92 0.08 Final Sat.: 4287 223 290 1600 313 2887 1600 4800 1600 1600 6280 120 ----- I --------------- II--------------- II--------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 0.06 0.03 0.03 0.07 0.55 0.20 0.02 0.26 0.26 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Jun 24, 2013 11:39:17 Page 1 -1 Back Bay Landing TPO Analysis With Project Evening Peak Hour - Project Related Improvements + Opt. Secondary Access Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.757 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II--------------- II--------------- I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 1 1 0 3 0 1 1 0 3 1 0 ------------ I--------------- II--------------- II--------------- II---------- - - - - -I Volume Module: Base Vol: 413 8 29 94 16 67 79 2073 499 60 3133 24 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: 413 8 29 94 16 67 79 2073 499 60 3133 24 Added Vol: 0 7 0 27 9 59 48 0 0 0 7 21 PasserByVOl: 0 0 0 6 0 5 9 -9 0 0 -10 10 Initial Fut: 413 15 29 127 25 131 136 2064 499 60 3130 55 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 PEE Volume: 413 15 29 127 25 131 136 2064 499 60 3130 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 413 15 29 127 25 131 136 2064 499 60 3130 55 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: 413 15 29 127 25 131 136 2064 499 60 3130 55 --- --------------- II--------------- II--------------- II-- -------- - - --- I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.71 0.10 0.19 1.00 0.32 1.68 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4338 158 305 1600 513 2687 1600 4800 1600 1600 6289 111 ------------ I --------------- II--------------- II--------------- II--------------- I Capacity Analysis Module: Vol /Sat: 0.10 0.10 0.10 0.08 0.05 0.05 0.09 0.43 0.31 0.04 0.50 0.50 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Jun 24, 2013 11:40:12 Page 1 -1 Back Bay Landing CEQA Analysis With Project Morning Peak Hour - Project Related Improvements + Opt. Secondary Access Level Of Service Computation Report ICU 1(Lo3s as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.749 Loss Time (sec): 0 (Y +R =4.0 sec) Average Delay (sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C ************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R - I --------------- II --_------------ II ------ --------- II ---------- - - - -- I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 1 1 0 3 0 1 1 0 3 1 0 Volume Module: Base Vol: 389 13 28 Growth Adj: 1.00 1.00 1.00 Initial Bse: 389 13 28 Added Vol: 0 7 0 PasserByVol: 0 0 0 Initial Put: 389 20 28 User Adj: 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 PHF Volume: 389 20 28 Reduct Vol: 0 0 0 Reduced Vol: 389 20 28 PCE Adj: 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 FinalVOlume: 389 20 28 ------------I--------------- Saturation Flow Module: Sat /Lane: 1600 1600 1600 Adjustment: 1.00 1.00 1.00 Lanes: 2.67 0.14 0.19 Final Sat.: 4273 220 308 ------------I--------------- Capacity Analysis Module: Vol /Sat: 0.09 0.09 0.09 Crit Moves: * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * ** 74 5 54 1.00 1.00 1.00 74 5 54 22 4 29 0 0 0 96 9 83 1.00 1.00 1.00 1.00 1.00 1.00 96 9 83 0 0 0 96 9 83 1.00 1.00 1.00 1.00 1.00 1.00 96 9 83 --------------- 1600 1600 1600 1.00 1.00 1.00 1.00 0.20 1.80 1600 313 2887 --------------- 0.06 0.03 0.03 * * ** k * * * * * * * * * * * * * * ** 67 2726 1.00 1.00 67 2726 46 0 0 0 113 2726 1.00 1.00 1.00 1.00 113 2726 0 0 113 2726 1.00 1.00 1.00 1.00 113 2726 1600 1600 1.00 1.00 1.00 3.00 1600 4800 0.07 0.57 * * ** 339 48 1821 16 1.00 1.00 1.00 1.00 339 48 1821 16 0 0 5 15 0 0 0 0 339 48 1826 31 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 339 48 1826 31 0 0 0 0 339 48 1826 31 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 339 48 1826 31 ----- - II - -- I 1600 1600 1600 1600 1.00 1.00 1.00 1.00 1.00 1.00 3.93 0.07 1600 1600 6293 107 ------ II ---------- - - - - - I 0.21 0.03 0.29 0.29 * * ** k * * * * * * * * * * * * * * * * * * * * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Jun 24, 2013 11:40:33 Page 1 -1 Back Bay Landing CEQA Analysis With Project Evening Peak Hour - Project Related Improvements + Opt. Secondary Access Level Of Service Computation Report ICU 1(Loss as Cycle Length €) Method (Future.Volume Alternative) Intersection #9 Bayside Drive (NS) at East Coast Highway (EW) Cycle (sec): 100 Critical Vol. /Cap.(X): 0.797 Loss Time (sec): 0 (Y +R =4.0 Sec) Average Delay (Sec /veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II--------------- II--------------- I Control: Split Phase Split_ Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 1! 0 0 1 0 0 1 1 1 0 3 0 1 1 0 3 1 0 ----------- - - - --- - II--------------- II--------------- II---- ------ - - - - -I Volume Module: Base Vol: 462 8 47 94 16 67 79 2300 574 87 3297 24 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: 462 8 47 94 16 67 79 2300 574 87 3297 24 Added Vol: 0 7 0 27 9 59 48 0 0 0 7 21 PasserByVol: 0 0 0 6 0 5 9 -9 0 0 -10 10 Initial Fut: 462 15 47 127 25 131 136 2291 574 87 3294 55 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: 462 15 47 127 25 131 136 2291 574 87 3294 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 462 15 47 127 25 131 136 2291 574 87 3294 55 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: 462 15 47 127 25 131 136 2291 574 87 3294 55 ------- - - - - -I ---- II--------------- II---------- ----- II---------- - - - - - I Saturation Flow Module: Sat /Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.64 0.09 0.27 1.00 0.32 1.68 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4232 137 431 1600 513 2687 1600 4800 1600 1600 6295 105 ------------ I --------------- II --------------- II --------------- II---------- - - - - - I Capacity Analysis Module: Vol /Sat: 0.11 0.11 0.11 0.08 0.05 0.05 0.09 0.48 0.36 0.05 0.52 0.52 Crit Moves: * * ** * * ** * * ** * * ** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA APPENDIX K Queue Analysis Worksheets Existing Geometry Queues 9: East Coast Highway & Bayside Drive 6124/2013 --* --I, -,* 'e- .4- 4- 4\ I 4" Ideal Flow (vphpi) 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Storage Lanes 1 1 1 0 2 0 1 0 Taper A .&4&L- Right Turn on Red Yes Yes Yes Yes 533 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow v,,h.,83 2632 326 40 1641 0 312 153 0 57 81 0 ylrtaio M., -JJ�W5 r3 Control Delay 58.7 178.8 9.5 92.1 35.4 46.8 47.9 51.1 17.4 Total Delay 58.7 178.8 9.5 92.1 35.4 46.8 47.9 51.1 17.4 Leu=W6 rtMg.EIROWffiffr� 1f 11VA* ,2r Queue Length 95th (ft) 115 #1057 128 #87 368 170 189 83 54 Turn Bay Length (ft) 425 260 80 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Existing Geometry Existing Plus Project - AM Peak Hour Synchro 7 - Report %user-name% Page 1 [)UeUe8 9. East Coast Highway & Bayside Drive 6/24/213 --* -� 4r *_- � �� � -/ —� r r `~ 1 / � � Lane |doaFknw(vuho0 1000 1800 1000 1600 1600 1000 1600 1800 1600 1600 1600 1600 Lanes 1 1 1 O 2 0 1 0 Right Turn on Red Yes Yes 0m &m Link Distance (ft) 512 533 528 222 Flow (vph) 116 2050 514 62 3167 0 # 95th percentile volume exceeds capacity, queue may be longer. Existing Geometry Existing Plus Project 'PN Peak Hour Syoohm7'Report ^&uvoLnamo% Page HCM Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 6/24/2013 -J, -* $\ j 41 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 i KA: Pedestrians Walking Speed (ftis) EN M, tC, 2 stage (s) pO queue free % 100 93 94 7 ffld-p � SO ROAM Approach LOS A Average Delay 4.4 Analysis Period (min) 15 Existing Geometry Existing Plus Project - AM Peak Hour Synchro 7 - Report %user name% Page 1 HCM Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 6/24/2013 _,* --* 4.\ 41 Sign Control Stop Free Free 9�r � 6-2-E-21 EE Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 ffq:rryLfil ffi,-�*�T ffl Pedestrians REffiffi lte 4 AZZ, A-MMUM. vC1, staqe 1 conf vol cSH 988 1526 1700 1700 Queue Lenqth 95th (ft) 11 6 0 0 Lane LOS A A Approach LOS A Existing Geometry Existing Plus Project - PM Peak Hour Synchro 7 - Report %user-name% Page 1 Queues 9: East Coast Highway & Bayside Drive 6/24/2013 -.1, -10. --* "r 4\ 41 Storage Lanes 1 1 1 0 2 a 1 0 VP- '� Right Turn on Red Yes Yes Yes . Yes Link Distance (ft) 512 533 528 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow (vph) 73 2866 342 42 1771 0 309 150 0 80 64 0 V C7 Control Delay 56.6 229.9 10.8 95.8 37.9 46.7 47.2 54.2 16.6 ale Jer Q&LFAVLV�'" )QOM fffffiff V 7,9vWO, 6,� 'aFw 00 pp Total Delay 56.6 229.9 10.8 95.8 37.9 46.7 47.2 54.2 16.6 Uueue Length 95th (ft) 103 #1192 146 #92 409 168 184 109 45 Turn Bay Length (ft) 425 260 80 W EINMAN '� ENwli! I Starvation Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Existing Geometry TPO Without Project - AM Peak Hour Synchro 7 - Report %user-name% Page 1 Queues 9: East Coast Highway & Bayside Drive 6/24/2013 Lane Ideal Flow (vphpl) 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 S rage�Length�(ft }�r425' "' ,D ' 260 .�.0 p 80 z- Q Storage Lanes 1 1 1 0 2 0 1 0 T pe s ; , th i Right Turn on Red Yes Yes Yes Yes rnp��(mPh} •.� �: �'s;:���.' �. `��;``�t'��...sc3l) : �.f' .� sin- z�at� x,30 �? Link Distance (ft) 512 533 528 222 TravelTime3s r 1s1g ' +:k1'2,1 _' 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow (vph) 86 2253 542 65 3431 0 328 162 0 102 90 0 v /c!fiti3V� EL* _ °�0�5� 1 13R-EMC5 01 8 142�� Control Delay 136.9 98.2 9.9 164.4 221.2 47.5 49.1 58.1 19.3 Total Delay 136.9 98.2 9.9 164.4 221.2 47.5 49.1 58.1 19.3 Queue Leng 5th (.ft') : fib. 68., 74�` , 665, {.1,� 05a o 12 ii• P7 �� 12 , Queue Length 95th (ft) #174 #838 190 #147 #1113 179 200 134 62 Turn Bay Length (ft) 425 260 80 # 95th percentile volume exceeds capacity, queue may be longer. Existing Geometry TPO Without Project - PM Peak Hour Synchro 7 - Report %user_name% Page 1 HCM Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 6/24/2013 _--* --* 4\ Sign Control Stop Free Free IMU-N-M 5470006FIEZONE-19, Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0,92 pX, platoon unblocked vC1, stage 1 conf vol P, queue free % 100 99 99 cSH 909 1444 1700 1700 Queue Length 95th (ft) 0 0 0 0 M ddl fL1 " —"ig 9 Lane LOS A A Approach U2 Mm J-1 Existing Geometry TPO Without Project - AM Peak Hour Synchro 7 - Report %user—name% Page 1 HCM Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 6/24/2013 rations --* ---* T l d Free Free r Factor 0.92 0.92 0.92 0.92 0.92 0.92 pX, platoon unblocked 9s nfli- volume .310 18$��m ��i,. 3, vC1, stage 1 conf vol cSH 860 1392 1700 1700 Queue Length 95th (ft) 1 0 �r00 0 Lane LOS �A A Approach • Averaqe Delay 1 Period (min) 15 Existing Geometry TPO Without Project - PM Peak Hour Synchro 7 - Report %user_name% Page 1 Queues 9: East Coast Highway & Bayside Drive 6/24/2013 Ideal Flow (vphpi) 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 E .4 I rVr.6k1AN.9VN,1 WT2 071 "M 715,27, "WO, -�'D 7M, Storage Lanes 1 1 1 0 2 0 1 0 Tapes Riqht Turn on Red Yes Yes Yes Yes Link Distance (ft) 512 533 528 Queue 0.92 0.92 0.92 0.92 0.92 0.92 0.92 F1�10,70-07 464 X85 229.9 10.8 95.8 38.5 59 Turn Bay Length (ft) 425 260 80 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 N 52 x 164 085" MOr550,5d '`038 A Existing Geometry TPO With Project - AM Peak Hour Synchro 7 - Report %user—name% Page 1 Queues 9: East Coast Highway & Bayside Drive / 6/2412013 * Lane Configurations tt} F ►j tits 41, 1 A 6 M 60 ,3123 6 »..,._ TM 29,, " ?7'25131 Ideal Flow (vphpl) 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 St09ea�.d?006(?t�:,( e 42 _ .. -m D.vAgOC 7 5 a j "- NO f Storage Lanes 1 1 1 0 2 0 1 0 TapeifLength ( M2 4, 25?90�1e! Right Turn on Red Yes Yes Yes Yes L3peedImPt! ` =- �#le.`. �3b P' ° Link Distance (ft) 512 533 528 222 Travel f)?W .. MWIR s1'14 11104 ,M.UWE2:b-7arM.M 5 k Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Pffied ' ' r `^• e . t "i" Lane Group Flow(vph) 148 2243 542 65 3462 0 332 165 0 138 169 0 vt,Raho x 163 113 065 _p `sg98 f 44 � 059 058 1" w069 p5ME Control Delay 361.8 96.1 9.8 164.4 227.6 47.7 49.4 68.2 25.8 Queae, YA'?00Q O.U�N 0,0� ��?o ,,0.0 Total Delay 361.8 96.1 9.8 164.4 227.6 47.7 49.4 68.2 25.8 qq Queue Length 95th (ft) #301 #831_ 189 #147 #1127 181 204 #194 110 Turn Bay Length (ft) 425 260 80 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spi116cCapteductn_ �p �,�00 0 .�� :. _ "anti 0 "„ z� "iv Storage Cap Reductn e0 0 0 0 0 0 0 0 0 m- X . 9' :...... 9 5 Existing Geometry TPO With Project - PM Peak Hour Synchro 7 - Report %user_name% Page 1 HCIVI Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 6124/2013 --,* -,* 4\ Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Walking Speed (ft/s) Right turn flare (veh) Median storage veh) pX, platoon unblocked vC1. staoe 1 conf vol vCu, unblocked vol 409 139 139 tC, 2 stage (s) p0 queue free % 100 93 94 cSH 909 1444 1700 1700 Approach LOS A Average Delay 3.3 Analysis Period (min) 15 Existing Geometry TPO With Project- AM Peak Hour Synchro 7 - Report %user—name% Page 1 HCM Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 6124/2013 --* -,* `N t 1 41 Pedestrians Right turn flare (veh) unblocked vol free % 100 cSH 860 1392 1700 1700 Lane LOS A A Approach LOS A Average Delay 4.0 Analysis Period (min) 15 Existing Geometry TPO With Project - PM Peak Hour Synchro 7 - Report %user name% Page 1 [lUeUeS 9: E Coast Highway Lane 1800 1600 1800 1600 1600 1600 1800 1600 1600 1000 1000 1600 1 on Red Yes Yes Yes Yes Link Distance Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 092 0.92 0.92 0.92 0.92 Lane Group Flow�Lviph) 123 2963 368 52 2017. 0 317 158 0 104 100 0 Control Delay 71A 251.1 11.7 119.1 48.6 47.0 48.2 58.6 16.5 Qal Queue Length 95th (ft) #181 #1248 164 #116 #530 173 194 136 59 425 260 80 Starvation Cap Rodudn 0 0 0 0 0 Existing Geometry CEQ\ With Project 'AN Peak Hour Synohm7 Report %uooLoama% Page Queues 9: East Coast Highway & Ba side Drive 612412013 MEAN: : v r S • • Ideal Flow (vphpp 1600 1600 1600 1600 1600 1600 1600 1600 1600 1 1 1 0 Turn on Red Yes Yes Yes Yes 512 533 528 222 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Control Delay 361.8 1481 13.9 305.0 259.8 50.6 52.0 68.2 27.4 Total Delay 361.8 148.1 13.9 305.0 259.8 50.6 52.0 68.2 27.4 Queue Length 95th (ft) #301 #975 285 #213 #1210 _ 209 227 #194 115 Intem$I L "INUl t (ffi "� � , • 'k 13? a ' n .;'i 5 _ �� 4 8 a 2 a Turn Bay Length (ft) 425 260 80 # 95th percentile volume exceeds capacity, queue may be longer, �Queue�shownmaiamum ,after�fiaocyGes? "3v;.�t�u „ -zw�� '' .Le����.> `st�.�".._._ Existing Geometry CEQA With Project- PM Peak Hour Synchro 7 - Report %user_name% Page 1 HCM Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 6/2412013 ---* -,* 4\ Sign Control Stop Free Free ,ow"Ir Rig -3 IMR—FNINNIC 1141 �MTRIM ;M' 4�rr, IMMUM 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 unblocked VC1 vCu, unblocked vol 409 139 139 iNTENN C", MWIF, IC, 2 stage BRAT'71im - UVRE -5, 1: uIRE pO queue free % 100 93 94 Lane LOS A A Approach LOS A Existing Geometry CEQA With Project - AM Peak Hour Synchro 7 - Report %user-name% Page 1 HCM Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 6/2412013 l � 4\ Pedestrians Walking Speed (H/s) - •w� -.•.• »s ��� -. r ter- •_-a� � Medis r)yp)YPe�'�`��•, � ������` ,�/ ,emu, 3 , .,� a *^a �� x, Lane LOS A A Approach LOS A Average Delay 4.0 Analysis Period (min) 15 Existing Geometry CEQA With Project - PM Peak Hour Synchro 7 - Report %user name% Page 1 Project- Related Improvements Queues 9: East Coast Highway & Bayside Drive 612412013 Turn on Link Distance Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.9�2y 0.92 0.92 0.92 0.92 0.92 f~h-Eifr,#kQMt't Lane Group Flow (vph) 83 2632 326 40 1641 0 312 153 0 33 34 71 0:18�O30 Control Delay 58.7 178.8 9.5 92.1 35.4 46.8 47.9 48.7 48.7 14.1 7 178.8 9.5 92.1 35.4 46.8 47.9 48.7 48.7 170 189 57 Turn Bay Length (ft) 425 260 Starvation Car) Reductn 0 0 0 0 0 Reductn 0 0 0 0 0 0 0 0 0 0 # 95th percentile volume exceeds capacity, queue may be longer. Project - Related Improvements Existing Plus Project - AM Peak Hour Synchro 7 - Report %user name% Page 1 Queues 9: East Coast Highway & Bayside Drive 6/24/2013 Lane Configurations I ttt F I 11M 11 4* 1 *7 MOVIOU US, .0 ON R-PEOF ��Mfflall, �67 ­­'M f NEW UZ9 �u Ideal Flow (vphpl) 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Storage Lanes I 1 1 0 2 ­0 NO Right n. on;!)k. Yes T "es _.M SO�e P gT ,Z, W, Link Distance (ft) 512 533 528 222 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 t2W Yj �,, MMI_f Lane Group Flow (vph) 116 2050 514 62 3167 0 330 164 0 43 45 111 11 1411, 8 7DCM glx TMMNA_.�, Or AN YNNIOMM Control Delay 229.9 60.8 7.7 16.3 174.5 47.6 46.3 49.9 49.9 13.2 Total Delay 229.9 60.8 7.7 152.3 174.5 47.6 49.3 49.9 49.9 13.2 Queue ,. 'LQ�g% = tZh "k971- 26L- Queue Length 95th -,, n A Ila Turn Bay Length (ft) 425 260 k E 80 80 Base C`air h =91 19888645a�66,? 0a 565 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 $0@1' 11 rz r . 4kIC�7trq8tZ Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . T Project-Related Improvements Existing Plus Project - PM Peak Hour Synchro 7 - Report %user-name% Page 1 HCM Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 6/24/2013 t --�, 4\ f 1 -' Sign Control Stop Free Free INK 4� t..lCO% +” 00Ar vTU ,..,,gyp � Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 _ Hourly flo:.��al'!Eih�.. �-><0-,. •65.- .�,z�$?rN�`54,�'?2m��ns. 0'* ,�,;t,:._W �a", .,._. ."-� Pedestrians vC1, stage 1 conf vol unblocked vol 300 72 cSH Queue Lenqth 95th i►LlIt, Lane LOS _A A Q�yrtro`" Del (" V�-^^^ -r �, ~• „sry,�' "Z s r Oas�' ^� � U 0� r . � ,; :•p X44 ,sC!'�3Ei��Mf.=°�� �.- .....�._.. -.... ':. r_. s,. k i.,'�a+,F`Bs.L.�ii Approach LOS A Project - Related Improvements Existing Plus Project - AM Peak Hour Synchro 7 - Report %user_name% Page 1 HCM Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 6124/2013 X --* 4\ t 1 *1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 N O it Pedestrians Walking Speed (11/s) P Rw ilffir, URMWEZ-0—Mr, �127MMI' Q BMW KJ, MIMMM M-70197 Right turn flare (veh) Leffi pe&U, ,,, tC, 2 stage (s) NOMMEMIMME �,� TVIRIMMESEMMMi, p0 queue free % 100 87 92 cSH 988 1526 1700 1700 Lane LOS A A Approach LOS A wrw_w Average Delay 5.1 Analysis Period (min) 15 M" MT- OMNI I M-f-EJUMMME& ��, Project-Related Improvements Existing Plus Project - PM Peak Hour Synchro 7 - Report %user-name% Page 1 Queues 9: East Coast Highway & Bayside Drive 6/2412013 s� f- '~ t 4\ T� `► 1 4/ Ideal Flow (vphpl) 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Storagierlgth((f) Tui fiff Q.260_ '` Storage Lanes 1 1 1 0 2 0 1 1 Right Turn on Red Yes Yes _ Yes Yes Link Distance (ft) 512 533 528 222 Control Total Delay 59.1 Queue .2 Turn Bay Length (ft) 425 260 80 80 B seG "a agit (Y vphj.A w ft65 1988'' , 726�66,2144h;aGS285 `9Q F92 „ 230 Project - Related Improvements TPO Without Project- AM Peak Hour Synchro 7 - Report %user_name% Page 1 Queues 9: East Coast Highway & Bayside Drive 612412013 --V 'e- '- 4\ t 1 41 Lane Configurations I ?T? r ►j 11M Ideal Flow (vphpl) 1600 1600 1600 1600 1600 1600 1600 Storage Lanes 1 1 1 0 2 €faperLeo(:, "�5 90d �25 4`` Right Turn on Red Yes Yes Link Distance (ft) 512 533 528 222 _.. ., Travel Timel(s Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 6.92 0.92 0.92 r � Lane Group Flow (vph) 86 2253 542 {65 3431 0 328 162 0 59 60 73 Control Delay 107.9 98.2 9.9 164.4 233.3 47.5 49.1 52.0 51.9 14.1 G11q,a elay ". 0 ...,QO ': 0'0" "if Q. a�f. -".rU0 Total Delay 107.9 98.2 9.9 164.4 233.3 47.5 49.1 52.0 51.9 14.1 queue n9 ,a�6' 3. Queue Length 95th H) #164 #838 190 #147 #1124 179 200 89 91 44 1'ntl# Irik �istft x. 432 "pTad453 ... " `448142 ,_ °:" Turn Bay Length (ft) 425 260 80 80 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 4116apk Gap Reductn Q 0 ,0 Q. uS �O a 0 =Q w- 0 � Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Project - Related Improvements TPO Without Project- PM Peak Hour Synchro 7 - Report %user name% Page 1 HCIVI Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 612412013 --li -,V 4\ EA pme 4 W,,,A`2ftW ME Wfox !�=fidpffie) ;I: Walking Speed (ft/s) Right turn flare (veh) lone f�cni liked 'NASr W"SM -M =221%, -MM ,.A,f Median storage veh) IQ "IRMN MAI =1111M ZY pX, platoon unblocked WCORM&MM Myru fit MARMITI'Alk—Al tC, 2 stage (s) Ma ttkll VSKM� 0. 'Wn"M UNWROMMLE pO queue free % 100 99 99 7 WE Approach LOS A Average Delay 0.5 �LiCer7s@&Lg6A' 0i0fi QNMUbn W.-Mveffl- 0W. I _17-11,11:1 17Lff"Z 90 11,11wal: TRE Analysis Period (min) 15 C_,U_11M Project-Related Improvements TPO Without Project -AM Peak Hour Synchro 7 - Report %user-name% Page 1 HCM Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 6/24/2013 1 4N t j 4/ turn flare unblocked inh1nr.kPri vnl 31n 1A3 1Aq cSH 860 1392 1700 1700 95th (ft) 1 0 0 A A Approach LOS A IrAr ry Averaqe Delay 0.4 Period (min) 15 Project-Related Improvements TPO Without Project- PM Peak Hour Synchro 7 - Report %user—name% Page 1 Queues 9: East Coast Highway & Bayside Drive 6/2412013 1 -0. ---t Lane i6k, Ideal higm i urn on Ke( ink ,Spe ' t( ,,pCfOJ, Link Distance (ft) MORMONS'] Peak Hour Factor Lane Group Flow RIC316 Control Delay Tu rn 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 11600 1600 1 1 1 0 2 0 1 71CMIM WEEK Yes Yes Yes Yes 512 533 528 222 KL 21, ff MM �;M L 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 u 0.92 0.92 FIFNI'll U-126, 123 2866 342 42 1792 0 313 154 0 57 57 N 0 1h 0 47' 08M10 8455 0'S4 0 30 OF30; IL 78.6 229.9 10.8 95.8 37.0 46.8 48.0 51.7 51.6 MAIN"TUAMO.-P-1 =1_10TRURAS, 78.6 229.9 10.8 95.8 37.0 46.8 48.0 51.7 51.6 0 105 C§ff _WL L 3 #191 #1192 146 #92 410 171 190 88 88 425 260 80 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project-Related Improvements TPO With Project - AM Peak Hour Synchro 7 - Report %user-name% Page 1 Queues 9: East Coast Highway & Bayside Drive 6124/2013 -,* --* -,;V 'e- 4\ *1 Ideal Flow (vphpI) 1600 1600 1600 1600 rtgr re Lt 7en6jfffift A2 Storage Lanes Right Turn on Red Yes 1600 1600 1600 1600 1600 1600 1600 1600 M%h E bnm =DO zLLM a2�A, ­'.EMJ 0 2 0 1 1 M"2131 Yes Yes Yes Link Distance (ft) 512 533 528 222 MY&M, MIM-14"M M&MMUM Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow (vph) 148 2243 542 65 3462 0 332 165 0 81 84 Control Delay 282.9 96.1 9.8 164.4 239.8 47.7 49.4 55.4 Total Delay 282.9 96.1 9.8 164.4 239.8 47.7 49.4 55.4 55.6 Project-Related Improvements TPO With Project - PM Peak Hour Synchro 7 - Report %user-name% Page 1 HCM Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 6/2412013 -1, 7 4% t j 41 Lane Free Free Factor 0.92 0.92 0.92 0,92 0.92 0.92 unblocked Volume PRP� WE FU cSH 909 1444 1700 1700 6 5 0 0 Lane LOS A A Approach LOS A NIM Nzviffl, 1. — Period (min) 15 Project-Related Improvements TPO With Project - AM Peak Hour Synchro 7 - Report %user–name% Page 1 HCM Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 6/2412013 ---* 4\ Pedestrians Walking Speed (ft/s) Left 0 117 Approach LOS A Average Delay 4.0 Analysis Period (min) 15 Project-Related Improvements TPO With Project- PM Peak Hour Synchro 7 - Report %user—name% Page 1 Queues 9: East Coast Highway & Bayside Drive 6/24/2013 _-,* __p, --* f- k_ 4\ T r01 �► j d Lane Ideal Flow (vphpl) 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Stgrag Len9 (!t). r r 4.25 ..v s�! 0 v . ' 60 NO Storage Lanes 1 1 1 0 2 0 1 1 TLPe Len,9iffi-��"r,h�: Right Turn on Red Yes Yes Yes Yes °� 8X5Pe (( p,(h):,:, a 4 1 1, F Link Distance (ft) 512 533 528 222 ave tlj e s) �11 s�'y � " 12 9 �° M' 12,)a o �.,.. w vF _ _.rx Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 N'AMR e 7�affic (j r 4," r: + ^'° � �i25% t .. i^ n..m Lane Group Flow (vph) 123 2963 368 52 2017 0 317 158 0 57 57 90 cRIio_W Q:I 1.49 ,50ffl.0*79 0 ?99.z10�6'0?h5 "gym OWO.. 0� E1)5 Control Delay 124.9 251.1 11.7 119.1 37.8 47.0 48.2 51.7 51.6 13.6 Total Delay _ 124.9 251.1 11.7 119.1 37.8 47.0 48.2 51.7 51.6 13.6 42, 0 Queue Length 95th (ft) #221 #1248 164 #116 467 173 194 88 88 49 InlernalGrik Turn Bay Length (ft) 425 260 80 80 B_eeq@5 tYiCPh) 28a 196$ 731 i" 66 2275 x565 ,87 a' x190 . 192ff- 9 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillb . >� `R drictn ;" ', l) 0 "- 0 r O:e. � iti .., , R 0 0 `D Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 RedykRaLo . a' t "!0 9fi b 490,50�F)0 79 089 qrO 56g�0 65 0 30�, r0 30` .r�� 35 Volume exceeds capacity, queue is theoretically infinite # 95th percentile volume exceeds capacity, queue may be longer. ,,Queue shosvwn is mffi a 'hug.cYefe Project - Related Improvements CEQA With Project -AM Peak Hour Synchro 7 - Report %user_name% Page 1 Queues 9: East Coast Highway & Bayside Drive * 612412013 Lane Configurations 4+ ►j j! KIUMrVP h9v i , f 1..136 2291.. 574 , F87�328Z �r 62. w 462�� 1!5 47 x127 _ t, 5 ;..13u1 Ideal Flow (vphpl) 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 SogM )E ° r nT t4' y,=111 IO =i'^ ..�.�y Storage Lanes 1 1 1 0 2 0 1 1 Psi L ngth {R 4 x°90 25 90 t2F s �. r Right Turn on Red Yes Yes Yes Yes Link Distance (K 512 533 528 _ 222 :Tav�lTme ).. Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow (vph 148 2490 624 95 3640 0 382 187 0 81 84 142 ERR vlcReUoa',,�,MEN13125" Control Delay 282.9 146.1 13.9 305.0 272.6 50.6 52.0 55.4 55.6 17.2 Q el�ela'._ :� 0.0 0=0" 00 O'OiuOtO 00 00 Isrpp ,�,'<Op Total Delay 282.9 148.1 13.9 305.0 272.6. 50.6 52.0 55.4 55.6 17.2 gF U15 tli' ft Queue Length 95th (ft) #291 #975 285 #213 #1221 209 227 116 120 74 Inte naUnk ®isti{ 432 ?% 4 3 t4, G_ ?4 Turn Bay Length (ft) 425 260 80 80 Base- Capaci (uph), _ y�1031988�51844�663 23 5,� 190_ . 4 2 8 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 SpiNba ka Radu� cfi Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Project - Related Improvements CEQA With Project - PM Peak Hour Synchro 7 - Report %user_name% Page 1 HCIVI Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 6124/2013 -,, --* 4\ Sign Control Stops Free Free q 00' .�A� �&ffimy, 0z NO Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians vC1, staqe 1 conf vol unblocked vol 409 139 139 cSH 909 1444 1700 1700 Queue Lenqth 95th Lane LOS A A AIMPEOR MINOR@ N-W, MIUMET— 11 21, N 311 ,z q%� Approach LOS A Project-Related Improvements CEQA With Project - AM Peak Hour Synchro 7 - Report %user-name% Page 1 HCM Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 6/24/2013 Lane Control -A -,* -4\ i 41 Free Free Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 ffr g-, y&ff =0M.M Pedestrians ffie ,&idqt =#) M-92 ' "M M RUNS ILI Flare free % 100 FP KF59-TIMMON, wl-1�4MRVNZMIRT cSH 863 1396 1700 1700 Queue Lenqth 95th (ft) 13 Lane LOS A A rA6fficE§ W7W. t 7 :r Approach LOS A 4.0 Analysis Period (min) 15 Project-Related Improvements CEQA With Project- PM Peak Hour Synchro 7 - Report %user—name% Page 1 Project- Related Improvements Plus Optional Secondary Access Queues 9: East Coast Highway & Bayside Drive 6/24/2013 Lane 'vphpl) 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 6 60 ­0 OWN' "'U'37, MOORE hff nes 1 1 1 0 2 0 1 1 2 on Red Yes Yes Yes Yes Link Distance (ft) 512 533 528 222 1TLr97_effiWhr,(s),EN. L i 2?rk� %!�A Na'FFIR Peak Hour Factor 0.92 0.92 0.92 Ok 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow (vph) 83 2632 326 40 1643 0 312 153 0 33 34 71 0611309T,71547111 M1,20:1, y53% Control Delay 58.7 178.8 9.5 92.1 35.4 46.8 47.9 48.7 48:7 14.1 Project-Related Improvements + Opt. Secondary Access Existing Plus Project - AM Peak Hour Synchro 7 - Report %user—name% Page 1 Queues 9: East Coast Highway & Bayside Drive 612412013 Lane WWI Ideal Kignt i urn on Kec Un#Q.0 d (MIT _pAU lq,_)�' Link Distance (ft) UVRE1171MR-0 Peak Hour Factor 'ffiga hafi " na; Lane Group Flow ROWNTOMM Control Delay RI'll? 0 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1 1 1 0 2 0 1 1 Yes Yes Yes Yes 2 533 528 ffX-J? '-FgITV�W �'. -:�W 2 0.92 0.92 0.92 0.92 0.92 0.92 116 2050 514 62 3168 0 330 164 0 43 45 ill 229.9 60.8 7.7 152.3 174.7 47.6 49.3 49.9 49.9 13.2 229.9 60.8 7.7 152.3 174.7 47.6 49.3 49.9 49.9 13.2 #236 #719 142 #140 #992 180 202 70 72 53 425 260 80 80 NOW111-W 61 =1190MMARM-K 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 exceeds be Project-Related Improvements + Opt, Secondary Access Existing Plus Project - PM Peak Hour Synchro 7 - Report %user-name% Page 1 HCM Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 6124/2013 t 1 °\ 1 j Sign Control Stop Free Free 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 -- ' Pedestrians pX, platoon unblocked vC1, stage 1 conf vol rvt"�.�.; , ,_ u..a vCu, unblocked vol 289 72 72 _ cSH 991 1528 1700 1700 - ems• -•°,� $ $� _. Queue Lenqth 95th (ft) 5 4 0 0 Lane LOS Approach LOS ` $, ..e .� ': - .. �k11 —1 1 Project - Related Improvements + Opt. Secondary Access Existing Plus Project -AM Peak Hour Synchro 7 - Report %user name% Page 1 HCM Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 612412013 l h t l r Lane Free Free Factor 0.92 0.92 0.92 0.92 0.92 0.92 cSH 988 1526 1700 1700 A Project - Related Improvements + Opt. Secondary Access Existing Plus Project- PM Peak Hour Synchro 7 - Report %user name% Page 1 Queues 9: East Coast Highway & Bayside Drive 612412013 t --I, --* 4�- ~ t 4\ Lane Configurations I ?Tf F I iiiA 11 431 1 *T F Volum r ;p' `67` 637 31ST $9 614 f_ m34 r t1Y3 26 - 74. 56 54, Ideal Flow (vphpl) 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Storage Leti9th ft) c 25 J� O o- 260 R-22 �0,! ..;. REMI , v Storage Lanes 1 1 1 0 2 0 1 1 Right Turn on Red Yes Yes Yes Yes 30 a Link Distance (ft) 512 533 528 222 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow vph) 73 2866 342 42 1771 0 309 150 0 42 43 59 SicicRairo " 0: °4.'4` Control Delay 59.1 229.9 10.8 95.8 36.5 46.7 47.2 49.8 49.8 14.7 916 9�'' '0.0i�0 Total Delay 59.1 229.9 10.8 95.8 36.5 46.7 47.2 49.8 49.8 14.7 Qu ueLeigth'�0 fft' �s. �,.�0,5,���,#,65;��33:'392 "x�'� ,•"'1��8. 1;.07. '��;',iv_u, 30��,,- '31�`". ��0 Queue Length 95th (ft) 104 #1192 146 #92 403 168 184 68 70 40 Inter a LitikDisiI ;,�432a gLs ; 53�_4Q81' t Turn Bay Length (ft) 425 260 80 80 °"-� y7p 65 286x. 90 192 s 0 Base�C;"a'`�acitY.(vph} .- -1¢5 1988.- �„�,y726r.����66" ?214,��.. '.'� . , � �"�w�...��.W.�, Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 + 3 =sr u, -.ty�g @. ?F" Y tn. F '�"4 `'E" - °".��.s N ^ 'T. Fn ^4TS'�^• Storage Cap Reductn 0 0 0 0 0 0 0 _ 0 0 0 f3�e�duczd�v`lctRatro� � >1��`�'"� 0= 44.44;47" ` , 0;,64�0'8�y:. 0 55 „�53 � •`�;",, °„ 0 22,a"�" 'Or2? ��. ,26 ,., ._n � 'sew. ..�•, Project - Related Improvements + Opt. Secondary Access TPO Without Project- AM Peak Hour Synchro 7 - Report %user name% Page 1 Queues 9: East Coast Highway & Bayside Drive 6/2412013 Lane Configur VERN,, Ideal Flow (vIpl- Storaqe Lanes 1600 1600 1600 1600 1600 1600 1600 1600 HOUR ?0"IF 1 1 0 2 Link Distance (ft) 512 533 528 222 F� MMMR L�: 1E-ME-1 IM� Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 NCR N &=M1T1W Lane Group Flow (vph) 86 2253 542 65 3431 0 328 162 0 1 59 60 73 ' i� .. N , - . 1 .1 11 � OEM n.w :V/Plca CURVE ` X'E.-1001 `MIMMIM EZ11,11 Control Delay 107.9 98.2 9.9 164.4 233.3 47.5 49.1 52.0 51.9 14.1 r6ffbl M�yfdo-j, MW &e MUIO -=A&- g&7L= jC24 ffi&& *1 =k- 'U" Total Delay 107.9 98.2 9.9 164.4 233.3 47.5 49.1 52.0 51.9 14.1 Queue Length 95th (ft) #164 #838 190 #147 #1124 179 200 89 91 44 'Ln Z44";2 Turn Bay Length (11) 425 260 80 80 Bash Ca Wy V , { X103 C-881, 54jT57W6ff - ER6-5 MEW Starvation Cap Reducin 0 0 0 0 0 0 0 0 0 0 Spill00Re u T ,., Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 ffidL7 M # 95th percentile volume exceeds capacity, queue may be longer. MARM64-5006 MISNORKEET Project-Related Improvements + Opt. Secondary Access TPO Without Project - PM Peak Hour Synchro 7 - Report %user-name% Page 1 HCIVI Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 612412013 Sign Control Stop Free Free WROM 1,21 20111.1'r U26k, Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians tC, 2 stage (s) pl) queue free % 100 99 99 Approach LOS A 0.5 Analysis Period (min) 15 Project-Related Improvements + Opt. Secondary Access TPO Without Project - AM Peak Hour Synchro7- Report %u5er—name% Page 1 HCM Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 6124/2013 --* ---* 4� 1 1 Sign Control Stop Free Free xa ^rf # o ^i "ter" + a '" d 'gym"°` "?w: Gratle*tu� �awTif Ya �,Q; /us ...v ..."' ,.{i1 .. s #.u�? 0%�.t�0 " ` .�..,� . r`�.:aAUw . rs: f _ ^�x M_ . Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 _ m s uwRC r^r �, HouffyKdgirate (aPhl: '' Pedestrians � x" ;G' -aTrt u w"'°e� �yxrn _ ..,y,�, -�is ``E rac+ 4 - *,F• �.; w.^2- "i; Walking Speed (fUs) Right turn flare (veh) vCu, unblocked vol 310 183 183 single TEME >A � a -T- . aRE ;a tC, 2 stage (s) �(S)�t ''" .,,. �� �3f5��?•.3 '�2�Zz�%��?{�~�����'`'. ,'"h ��'Fa�" ate'_ #a': „' � ±"rn. p0 queue free % 100 99 100 r�r u,.`� -: r =Y-�+- u°•e�'� , ?- ef�cap @Cy.�''rr . s.:6 ;9 81392,w 1. � 'f Volume Left � n^ D Q f k AProg Approach LOS A r �.Sil1i3 °w,siw�Yx�.lt`,�S4Ytt� +#* �'; �:_ �+' �” �' '.�sw�,E�s�a4F ?•'�aR�s�5- .'k.Yy r.: u` + "S&: �S�k�a�i Averaqe Delay 0. Analysis Period (min)_ 15 PNMMMAI� W, 1145, &IM"IM1.01IN&I'ML w-r Project - Related Improvements + Opt. Secondary Access TPO Without Project - PM Peak Hour Synchro 7 - Report %user_name% Page 1 Queues 9: East Coast Highway & Bayside Drive * 1 612412013 --p. 7 ~ I /° i Lane Ideal Flow (vphpl) 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Storage Lanes 1 1 1 0 2 0 1 1 Tape? °( - � X25 _ ;90 %�RTL ? ' ?5 %. r25,';" 40 25 Right Turn on Red Yes Yes Yes Yes (S eed m "h 0 , , ?.P.�....2.(,..p �,. ,...a%.rJ Link Distance (ft) 512 533 528 222 Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Flow (vph) 123 2866 342 42 1794 0 313 154 0 229.9 10.8 95.8 37.0 46.8 M, Queue Turn Bay Length (ft) 425 260 80 80 8�'as Ca�acity�i�uph,)� ;'� `r x�,x t;65 988. 726`t*•w "��gfi6�" 21�40� �'� - , ' 565 �4P8`it k � ' - 190 = Y92 rz X257 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spi�Ilb2k » ap Retluc�n ° Q.4M 0'f0� &� "„ 4 0 0 r 0......." 0 t0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 etlu�ed c.R 0 «�1 4d�roi 0 472.640*T4 0 5 , s0 54.. T '0'*A30,Wi35 Project - Related Improvements + Opt. Secondary Access TPO With Project - AM Peak Hour Synchro 7 - Report %user name% Page 1 Queues 9: East Coast Highway & Bayside Drive 6/2412013 --* --I- --* f- *-- I- *\ 4/ 1=1211401 on Red Link Distance (ft) IMMUNE-( Peak Hour Factor JWZaffie,Lr71 Lane Group Flow VMBAETR Control Delay Reductin 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 tL§ff�A�CM i� 0Z7,,_ If 1 1 1 0 2 0 1 1 Yes Yes Yes Yes 512 533 K71 ).92 0.92 0.92 0.92 148 2243 542 65 3462 282.9 96.1 9.8 164.4 240.0 00;00100 '0A FFU 282.9 96.1 9.8 164.4 240.0 #291 #831 189 #147 #1138 - I _M-�N_160 425 260 0 0 0 0 0 0 0 0 0 0 - Volume exceeds capacity, queue is theoretically infinite. # 95th percentile volume exceeds capacity, queue may be 528 165 OR 49.4 47.7 49.4 M8 181 204 0 0 MM 0 0 222 55.4 55.6 15.6 %1A W,64V , , .1,* 116 120 ,_a§0 69 MM, C4Z 80 80 7Q0,� 193 r293 0 0 0 0 0 0 Project-Related Improvements +Opt. Secondary Access TPO With Project- PM Peak Hour Synchro 7 - Report %user-name% Page 1 HCIVI Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 612412013, ---* --* *\ t l 4/ Sign Control Stop Free Free g:a4:eLW-�'r Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 NUo "071ARNMEN-M, zam _ 6t4 N REMO NEUMAN tC, 2 stage (s) p0 queue free % 100 93 94 cSH 909 1444 1700 1700 Lane LOS A A Approach LOS A Project-Related Improvements + Opt. Secondary Access TPO With Project - AM Peak Hour Synchro 7 - Report %user–name% Page 1 HCM Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 6124/2013 s --* 4� T j Sign Control Stop Free Free Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 _ Pedestrians unblocked vC1, stage 1 conf vol vCu, unblocked vol 516_ 183 183 r fi:4 Y 628 41, g ;_ kC, cSH 860 1392 1700 1700 Volume ok�apaaty �,�?:aa. va _M7r;� „� _,_ Queue Length 95th (H) 13 6 0 0 Lane LOS A A Approach LOS A WARM MEN MMIMM"WRIMIall Average Delay 3.9 Period (min) 15 Project - Related Improvements + Opt. Secondary Access TPO With Project - PM Peak Hour Synchro 7 - Report %user name% Page 1 Queues 9: East Coast Highway & Bayside Drive 6/24/2013 Lane Configurations ttt r t1m M 44 Ideal Flow (vphpl) 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1606 'StEM Storage Lanes 1 1 1 0 2 0 1 1 Right Turn on Red Yes Yes Yes Yes Link Distance (ft) 512 533 528 222 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0,92 0.92 0.92 0.92 0.92 Lane Group Flow (vph) 123 2963 368 52 2019 0 317 158 0 57 57 90 Control Delay 124.9 251.1 11.7 119.1 37.9 47.0 48.2 51.7 51.6 13.6 Total Delay 124.9 251.1 11.7 119.1 37.9 47,0 48.2 51.7 51.6 13.6 Queue Length 95th (ft) #221 #1248 164 #116 468 173 194 88 88 49 Turn Bay Length (ft) 425 260 80 80 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 MM2A�M 464IN ' I- ',%� ffi 5A 1r, '7 - Volume exceeds capacity, queue is theoretically infinite. QueueLh,M)WLn4j.-ffil j ycles 4ZL # 95th oercentile volume exceeds capacity. may be Project-Related Improvements+ Opt. Secondary Access CEQA With Project -AM Peak Hour Synchro 7 - Report %user-name% Page 1 Queues 9: East Coast Highway & Bayside Drive 6/24/2013 --I' --,, --t (- ~ I,- 4\ t Lane Configurations ttt r M14 ►1 � 97urrC tr(rPfiQ,ffik Ideal Flow (vphpl) 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Storage Lanes 1 1 1 0 2 0 1 1 Tap dre MR 9511- Right Turn on Red Yes Yes Yes Yes Link Distance (ft) 512 533 528 222 T t __Q� 1 %MIMMEK 1 7 101a' Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lane Group Flow (vph) 148 2490 624 95 3640 0 382 187 0 81 84 142 54, Control Delay 282.9 148.1 13.9 305.0 272.0 50.6 52.0 55.4 55.6 17.2 Total Delay 282.9 148.1 13.9 305.0 272.0 50.6 52.0 55.4 55.6 17,2 Queue Length 95th (ft) #291 #975 285 #213 #1220 209 227 116 120 74 T&&;ffV 44-P, , _�,MVjW 142 F' Turn Bay Length (ft) 425 260 80 80 113 Starvation Cap Reductn Storaqe Cap Reductn L71 95th rgnt'leivolkeu exceeds capacity, queue may be longer. r 'S own m n L . Project-Related Improvements + Opt. Secondary Access CIEQA With Project - PM Peak Hour Synchro 7 - Report %user-name% Page 1 HCM Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 6/24/2013 -.-* 4\ t 1 41 Siqn Control Stop Free Free Peak Hour Factor 0.92 0.92 0.92 0.92 O 92 0.92 9 139x.° M Wxffipfi �Im S471=52MR." Pedestrians vC1, stage I conf vol ­6 L\L,L'u 6 eMg�t �ff' L fAIw , 'SMM -M MMME cSH 909 1444 1700 1700 95th A Project-Related Improvements + Opt. Secondary Access CEQA With Project - AM Peak Hour Synchro 7 - Report %username% Page 1 HCM Unsignalized Intersection Capacity Analysis 20: Project Driveway & Bayside Drive 612412013 _1' --* 4 41 turn flare Median storage veh) PX, platoon unblocked 7.61�g �nCiNffi .Vqfffng—jr. ,-1-73 E1 vC1. staae 1 conf vol cSH 863 1396 1700 1700 Queue Length 95th (ft) 13 6 0 0 Lane LOS A A F-11 1 Irl Period (min) 15 Project-Related Improvements + Opt. Secondary Access CEQA With Project - PM Peak Hour Synchro 7 - Report %user—name% Page 1 Project Driveway Volume Worksheets MITIG8 - Default Scenario Mon Jun 29, 2013 19:98:39 Page 1 -1 Back Bay Landing Existing Plus Project Morning Peak Hour - Existing Geometry -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) -- Intersection #20 Bayside Drive (NS) at Project Driveway (EW) Average Delay (sec /veh): 4.9 Worst Case Level Of Service: A[ 8.8] Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 --------------- II--------------- II--------------- II-- -------- - - - - - I Volume Module: Base Vol: 8 50 0 0 66 0 0 0 5 0 0 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: 8 50 0 0 66 0 0 0 5 0 0 0 Added Vol: 72 0 0 0 0 0 0 0 55 0 0 0 PasserByVoi: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 80 50 0 0 66 0 0 0 60 0 0 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: 80 50 0 0 66 0 0 0 60 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVOlume: 80 50 0 0 66 0 0 0 60 0 0 0 ----- I--------------- II--------------- II------ --- ----- II--- ------- -- - - - I Critical Gap Module: Critical Gp: 9.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 6.2 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 3.3 xxxxx xxxx xxxxx ------------ I --------------- II------------- - -II -- ---------- - - - - -I Capacity Module: Cnflict Vol: 66 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 66 xxxx xxxx xxxxx Potent_ Cap.: 1599 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 1003 xxxx xxxx xxxxx Move Cap.: 1549 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 1003 xxxx xxxx xxxxx Volume /Cap: 0.05 xxxx xxxx xxxx xxxx xxxx xxxx xxxx 0.06 xxxx xxxx xxxx ------------ I --------------- II--------------- II-- ----- -------- II-- -------- - - - - - I Level Of Service Module: 2Way95thQ: 0.2 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 0.2 xxxx xxxx xxxxx Control Del: 7.5 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 8.8 xxxxx xxxx xxxxx LOS by Move: A * * * * * * * A Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd Con➢el:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * ApproachDel: xxxxxx xxxxxx 8.8 xxxxxx ApproachLOS: * * A Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Jun 24, 2013 14:48:50 Page 1 -1 Back Bay Landing Existing Plus Project Evening Peak Hour - Existing Geometry ------------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) Intersection 420 Bayside Drive (NS) at Project Driveway (EW) Average Delay (sec /veh): 5.1 Worst Case Level Of Service: A( 9.1) Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II--------------- II--------------- II ---------- - - - - - I Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 0 0 0 0 1 0 0 0 0 0 0 1 0 -0 0 0 0 - ------ - - - - -I ---- - - - -II ------- II - - - -- - II---------- - - - - -I Volume Module: Base Vol: 6 75 0 0 68 0 0 0 9 0 0 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: 6 75 0 0 68 0 0 0 9 0 0 0 Added Vol: 83 0 0 0 0 0 0 0 95 0 0 0 PasserByVol: 19 0 0 0 0 0 0 0 11 0 0 0 Initial Put: 108 75 0 0 68 0 0 0 115 0 0 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: 108 75 0 0 68 0 0 0 115 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 108 75 0 0 68 0 0 0 115 0 0 0 - - - -I -- --- II--------------- II--------------- II---------- - - - - -I Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 6.2 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 3.3 xxxxx xxxx xxxxx - - - - -I- -- - -II -- ---- II----- -- -------- II---------- - - - --I Capacity Module: Cnflict Vol: 68 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 68 xxxx xxxx xxxxx Potent Cap.: 1546 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 1001 xxxx xxxx xxxxx Move Cap.: 1546 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 1001 xxxx xxxx xxxxx Volume /Cap: 0.07 xxxx xxxx xxxx xxxx xxxx xxxx xxxx 0.11 xxxx xxxx xxxx ------------ I --------------- II--------------- II------ --------- II---------- - - - - - I Level Of Service Module: 2Way95thQ: 0.2 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 0.4 xxxx xxxx xxxxx Control Del: 7.5 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 9.1 xxxxx xxxx xxxxx LOS by Move: A * * * * * * * A Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * ApproachDel: xxxxxx xxxxxx 9.1 xxxxxx ApproachLOS: * * A Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIGS - Default Scenario Mon Jun 24, 2013 14:46:44 Page 1 -1 ---------------------------------------------------- ----- ----- ------- ----------- Back Bay Landing TPO Analysis Without Project Morning Peak Hour - Existing Geometry -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) Intersection #20 Bayside Drive (NS) at Project Driveway (EW) Average Delay (sec /veh): 0.5 Worst Case Level Of Service: A( 8.9] Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 ------------ ------- -------- II----------- - - - -II ---------- - - ---I Volume Module: Base Vol: 8 88 0 0 128 0 0 0 5 0 0 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: 8 88 0 0 128 0 0 0 5 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 8 88 0 0 128 0 0 0 5 0 0 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: 8 88 0 0 128 0 0 0 5 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVOlume: 8 88 0 0 128 0 0 0 5 0 0 0 ------------ --------------- II--------------- II--------------- II---------- - - - - - I Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 6.2 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 3.3 xxxxx xxxx xxxxx ------------ I--------------- II--------------- II-------------- - II ---------- -- - - - I Capacity Module: Cnflict Vol: 12B xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 128 xxxx xxxx xxxxx Potent Cap.: 1470 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 927 xxxx xxxx xxxxx Move Cap.: 1470 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 927 xxxx xxxx xxxxx Volume /Cap: 0.01 xxxx xxxx xxxx xxxx xxxx xxxx xxxx 0.01 xxxx xxxx xxxx ------------ I --------------- II--------------- II--------------- II ---------- - - - - - I Level Of Service Module: 2Way95thQ: 0.0 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 0.0 xxxx xxxx xxxxx Control Del: 7.5 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 8.9 xxxxx xxxx xxxxx LOS by Move: A * * * * * * * A + Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * + + + # ApproachDel: xxxxxx xxxxxx 8.9 xxxxxx ApproachLOS: * # A # Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Jun 24, 2013 14:47:34 Page 1 -1 Back Bay Landing TPO Analysis Without Project Evening Peak Hour - Existing Geometry Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) Intersection #20 Bayside Drive (NS) at Project Driveway (EW) Average Delay (sec /veh): 0.4 Worst Case Level Of Service: A( 9.11 Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------------------------- II--------------- 11--------------- II---------- - - - - -I Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 ------------ 1--------------- II--------------- II--------------- II------ ---- - - ---I Volume Module: Base Vol: 6 105 0 0 168 0 0 0 9 0 0 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: 6 105 0 0 168 0 0 0 9 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVOl: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 6 105 0 0 168 0 0 0 9 0 0 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: 6 105 0 0 168 0 0 0 9 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVOlume: 6 105 0 0 168 0 0 0 9 0 0 0 ------------ --------------- II--------------- II--------- --- --- II----- ----- - - - - - I Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 6.2 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 3.3 xxxxx xxxx xxxxx -- -------- - -I - -- --- II - - -- --- II------- -------- II---------- - - - - -I Capacity Module: Cnflict Vol: 168 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 168 xxxx xxxx xxxxx Potent Cap.: 1422 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 881 xxxx xxxx xxxxx Move Cap.: 1422 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 881, xxxx xxxx xxxxx Volume /Cap: 0.00 xxxx xxxx xxxx xxxx xxxx xxxx xxxx 0.01 xxxx xxxx xxxx - ------- - - - - I - -- - -II -- ---- II---------- ----- II---------- - - - - -I Level Of Service Module: 2Way95thQ: 0.0 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 0.0 xxxx xxxx xxxxx Control Del: 7.5 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 9.1 xxxxx xxxx xxxxx LOS by Move: A * * * * * * + A Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * } ApproachOel: xxxxxx xxxxxx 9.1 xxxxxx ApproachLOS: * * A Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Jun 24, 2013 14:49:03 Page 1 -1 Back Bay Landing TPO Analysis With Project Morning Peak Hour - Existing Geometry ------------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) Intersection #20 Bayside Drive (NS) at Project Driveway (EW) Average Delay (sec /veh): 3.2 Worst Case Level Of Service: A[ 9.21 Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II------ _-------- II---------- - - - - - I Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 ------------ --------------- II--- ----- ---- - --II- II---------- - - - - -I Volume Module: Base Vol: 8 88 0 0 128 0 0 0 5 0 0 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: 8 88 0 0 128 0 0 0 5 0 0 0 Added Vol: 72 0 0 0 0 0 0 0 55 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 80 88 0 0 128 0 0 0 60 0 0 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: 80 86 0 0 128 0 0 0 60 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Finalvolume: 80 88 0 0 128 0 0 0 60 0 0 0 ------------ --------------- II--------------- II------------ ---II------ ---- -- - - - I Critical Gap Module: . Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 6.2 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 3.3 xxxxx xxxx xxxxx ------------ I--------------- II--------------- II ---------- ----- II ---------- - - - - - I Capacity Module: Cnflict Vol: 128 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 128 xxxx xxxx xxxxx Potent Cap.: 1470 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 927 xxxx xxxx xxxxx Move Cap.: 1470 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 927 xxxx xxxx xxxxx Volume /Cap: 0.05 xxxx xxxx xxxx xxxx xxxx xxxx xxxx 0.06 xxxx xxxx xxxx ------- -- - - -I ---- II--------------- II --------------- II ---------- - - - - - I Level Of Service Module: 2Way95thQ: 0.2 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 0.2 xxxx xxxx xxxxx Control Del: 7.6 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 9.2 xxxxx xxxx xxxxx LOS by Move: A * * * * * * * A Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * # ApproachDel: xxxxxx xxxxxx 9.2 xxxxxx ApproachLOS: * * A Note: Queue reported is the number of cars per lane. Tra£fix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Jun 24, 2013 14:49:12 Page 1 -1 Back Bay Landing TPO Analysis With Project Evening Peak Hour - Existing Geometry ----- --------- P-- ------- - - --------------- --- - ---- Level Of Service Computation Report 2000 ECM Unsignalized Method (Future Volume Alternative) - Intersection 420 Bayside Drive (NS) at Project Driveway (EW) Average Delay (sec /veh): 3.9 Worst Case Level Of Service: A[ 9.71 Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R --------- - - -I -- - - -II- ---- II--------------- II--------- - - -- - -I Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 -------- - - - -I- --- - - -II- ----- II---- -------- - - -II- - - - - -I Volume Module: Base Vol: 6 105 0 0 168 0 0 0 9 0 0 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: 6 105 0 0 168 0 0 0 9 0 0 0 Added Vol: 83 0 0 0 0 0 0 0 95 0 0 0 PasserByVOl: 19 0 0 0 0 0 0 0 11 0 0 0 Initial Put: 108 105 0 0 168 0 0 0 115 0 0 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: 108 105 0 0 168 0 0 0 115 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVOlume: 108 105 0 0 168 0 0 0 115 0 0 0 ------------ I--------------- II--------------- II--------------- II--------------- I Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 6.2 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 3.3 xxxxx xxxx xxxxx ------------ I--------------- II--------------- II--------------- II---------- - - - - - I Capacity Module: Cnflict Vol: 168 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 168 xxxx xxxx xxxxx Potent Cap.: 1422 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 881 xxxx xxxx xxxxx Move Cap.: 1422 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 881 xxxx xxxx xxxxx Volume /Cap: 0.06 xxxx xxxx xxxx xxxx xxxx xxxx xxxx 0.13 xxxx xxxx xxxx I --------------- II - - -- -- II--------------- --------------- I Level Of Service Module: 2Way95thQ: -0.2 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 0.4 xxxx xxxx xxxxx " Control Del: 7.7 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 9.7 xxxxx xxxx xxxxx LOS by Move: A * * * * * * * A Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * ApproachDel: xxxxxx xxxxxx 9.7 xxxxxx ApproachLOS: * * A Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA MITIG8 - Default Scenario Mon Sun 24, 2013 14:49:24 Page 1 -1 Back Bay Landing CEQA Analysis With Project Morning Peak Hour - Existing Geometry Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) Intersection #20 Bayside Drive (NS) at Project Driveway (EW) Average Delay (sec /veh): 3.2 Worst Case Level Of Service: A[ 9.23 Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 ------------ I--------------- II--------------- II---- ----------- II-- -------- - -- - - I Volume Module: Base Vol: 8 88 0 0 128 0 0 0 5 0 0 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: 8 88 0 0 128 0 0 0 5 0 0 0 Added Vol: 72 0 0 0 0 0 0 0 55 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 60 88 0 0 126 0 0 0 60 0 0 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: 80 88 0 0 128 0 0 0 60 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVOlume: 80 88 0 0 128 0 0 0 60 0 0 0 ------------ --------------- II--------------- II-- ------------- II-------- -- - - - - - I Critical Gap Module: Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 6.2 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 3.3 xxxxx xxxx xxxxx ------------ --------------- II--------------- II --------------- II ---------- - - - - - I Capacity Module: Cnflict Vol: 128 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 128 xxxx xxxx xxxxx Potent Cap.: 1470 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 927 xxxx xxxx xxxxx Move Cap.: 1470 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 927 xxxx xxxx xxxxx Volume /Cap: 0.05 xxxx xxxx xxxx xxxx xxxx xxxx xxxx 0.06 xxxx xxxx xxxx ------------ I --------------- II--------------- II --------------- II ---------- - - - - - I Level Of Service Module: 2Way95thQ: 0.2 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 0.2 xxxx xxxx xxxxx Control Del: 7.6 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 9.2 xxxxx xxxx xxxxx LOS by Move: A * * * " " * * A Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * ApproachDel: xxxxxx xxxxxx 9.2 xxxxxx ApproachLOS: * * A Note: Queue reported is the number of cars per lane. +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA M,ITIG8 - Default Scenario Mon Jun 24, 2013 14:49:35 Page 1 -1 Back Bay Landing CEQA Analysis With Project Evening Peak Hour - Existing Geometry Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) Intersection #20 Bayside Drive (NS) at Project Driveway (EW) +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Average Delay (sec /veh): 3.9 Worst Case Level Of Service: A[ 9.7] +++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II--------------- II--------------- II---------- - - - - - I Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Rights: Include Include Include Include Lanes: 1 0 1 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 ------------ I--------------- II--------------- II--- ------------ II---------- - - - - - I Volume Module: Base Vol: 6 105 0 0 168 0 0 0 9 0 0 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: 6 105 0 0 168 0 0 0 9 0 0 0 Added Vol: 83 0 0 0 0 0 0 0 95 0 0 0 PasserByVOl: 19 0 0 0 0 0 0 0 11 0 0 0 Initial Put: 108 105 0 0 168 0 0 0 115 0 0 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: 108 105 0 0 168 0 0 0 115 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVOlume: 108 105 0 0 168 0 0 0 115 0 0 0 ------------ --------------- II--------------- II------------ --- II---------- - - - - - I Critical Gap Module: - Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 6.2 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 3.3 xxxxx xxxx xxxxx ------------ --------------- II--------------- II------ -- ------- II--- ------- - - - - - I Capacity Module: Cnflict Vol: 168 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 168 xxxx xxxx xxxxx Potent Cap.: 1422 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 881 xxxx xxxx xxxxx Move Cap.: 1422 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 881 xxxx xxxx xxxxx Volume /Cap: 0.08 xxxx xxxx xxxx xxxx xxxx xxxx xxxx 0.13 xxxx xxxx xxxx ------------ I --------------- II--------------- II--------------- II---------- - - - - - I Level Of Service Module: 2Way95thQ: 0.2 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx 0.4 xxxx xxxx xxxxx Control Del: 7.7 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx 9.7 xxxxx xxxx xxxxx LOS by Move: A * * * * * * * A Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * ApproachDel: xxxxxx xxxxxx 9.7 xxxxxx ApproachLOS: * * A Note: Queue reported is the number of cars per lane. Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA STATE OF CALIFORNIA } COUNTY OF ORANGE CITY OF NEWPORT BEACH } I, Leilani i. Brown, City Clerk of the City of Newport Beach, California, do hereby certify that the whole number of members of the City Council is seven; that the foregoing resolution, being Resolution No. 2014 -13 was duly and regularly introduced before and adopted by the City Council of said City at a regular meeting of said Council, duly and regularly held on the 11th day of February, 2014, and that the same was so passed and adopted by the following vote, to wit: Ayes: Gardner, Petros, Selich, Curry, Henn, Daigle, Mayor Hill Nays: None IN WITNESS WHEREOF, I have hereunto subscribed my name and affixed the official seal of said City this 12'" day of February, 2014. o City Clerk Newport Beach, California (Seal)