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4.0_Westcliff Plaza Parking Waiver_PA2019-266
CITY OF NEWPORT BEACH PLANNING COMMISSION STAFF REPORT January 21, 2021 Agenda Item No. 4 SUBJECT: Westcliff Plaza Parking Waiver (PA2019-266) Conditional Use Permit No. UP2019-059 SITE LOCATION: 1000-1150 Irvine Avenue APPLICANT: Irvine Company Retail Properties OWNER: Irvine Company Retail Properties PLANNER: David S. Lee, Associate Planner 949-644-3225, dlee@newportbeachca.gov PROJECT SUMMARY A conditional use permit for the reduction of 139 parking spaces to accommodate the future construction of 9,641 square feet of new commercial spaces for future eating and drinking establishments (restaurants) and 2,312 square feet of outdoor dining areas within the Westcliff Plaza shopping center located at the northeast corner of Westcliff Drive and Irvine Avenue. RECOMMENDATION 1) Conduct a public hearing; 2) This project is exempt from the California Environmental Quality Act (CEQA) pursuant to Section 15303 under Class 3 (New Construction or Conversion of Small Structures) of the CEQA Guidelines, California Code of Regulations, Title 14, Chapter 3, because it has no potential to have a significant effect on the environment; and 3) Adopt Resolution No. PC2021-002 approving Conditional Use Permit No. UP2019- 059 (Attachment PC 1). 1 INTENTIONALLY BLANK PAGE2 Westcliff Plaza Parking Waiver (PA2019-266) Planning Commission, January 21, 2021 Page 2 VICINITY MAP GENERAL PLAN ZONING LOCATION GENERAL PLAN ZONING CURRENT USE ON-SITE Neighborhood Commercial (CN) Commercial Neighborhood (CN) Shopping Center NORTH Multiple Residential (RM) Multiple Residential (RM- 6000) Multi-Unit Residential SOUTH General Commercial (CG) Commercial General (CG) Various Commercial EAST RM RM Multi-Unit Residential WEST City of Costa Mesa City of Costa Mesa Residential and Commercial 3 INTENTIONALLY BLANK PAGE4 Westcliff Plaza Parking Waiver (PA2019-266) Planning Commission, January 21, 2021 Page 3 INTRODUCTION Project Setting The existing shopping center (Westcliff Plaza) is located at the easterly intersection of Westcliff Drive and Irvine Avenue. The shopping center abuts the city boundary line between the City of Newport Beach and the City of Costa Mesa. The 10.78-acre shopping center is developed with 113,514 square feet of building area and it contains a mix of commercial uses, including a grocery store, a drug store, banks, various retail and service establishments, and several restaurants. The shopping center includes a 580-space parking lot that serves all the uses within the center. Surrounding uses include residential neighborhoods to the north, east, and west. A mixture of commercial uses also exists to the south and the west. Project Description The applicant proposes to construct a 9,641-square-foot building consisting of 9,055 square feet of floor area, a 586-square-foot mechanical room, and 2,312 square feet of outdoor dining areas for three potential future restaurants. The applicant also is re-purposing two existing retail suites (approximately 15,000 square feet) by converting it into a restaurant, a gym, and medical office uses. The applicant is proposing to modify the existing site in order to increase the parking supply to 610 on-site spaces. This would be accomplished by reconfiguring existing angled parking stalls to new 90-degree stalls, eliminating the existing secondary driveway along Westcliff Drive to provide more spaces, and modifying the existing pedestrian walkway which connects the primary front lot to the secondary rear lot to provide better vehicular access and circulation. The proposed mix of uses requires 749 spaces and with the increase of parking supply to 610 spaces, there would be an overall parking deficit of 139 parking spaces the applicant requests to waive. The proposed conditional use permit is specifically for the waiver of required parking in order to accommodate the future restaurant uses. The construction of the commercial building itself does not require discretionary review, as it does not meet the threshold for a Site Development Review application. Future tenants in the shopping center are required to obtain individual use permits as required by the Zoning Code. DISCUSSION General Plan and Zoning Code The site is designated as Neighborhood Commercial (CN) by the General Plan and located within the Commercial Neighborhood (CN) Zoning District, which is intended to provide for a limited range of retail and service uses developed in one or more distinct centers oriented to primarily serve the needs of and maintain compatibility with the residential uses in the immediate area. The proposed project is consistent with this designation as it is for the reduction of required parking to accommodate the construction 5 Westcliff Plaza Parking Waiver (PA2019-266) Planning Commission, January 21, 2021 Page 4 of a new commercial pad for three future restaurants. The proposed restaurants would provide expanded dining options for the surrounding neighborhood. Westcliff Plaza is a property that is identified by the Land Use Element as a part of Statistical Area J2 and contained within Anomaly 66. Anomaly 66 has a development limit of 138,500 square feet. The existing floor area of the shopping center is 113,514 square feet. The proposed addition to the shopping center is 9,641 square feet and the resulting total will be 123,155 square feet, which would not exceed the Anomaly 66 limit. General Plan Circulation Element Goal CE 7.1 is to provide “an adequate supply of convenient parking throughout the City.” Circulation Element Policy CE 7.1.1 “require[s] that new development provide adequate, convenient parking for residents, guests, business patrons, and visitors.” As discussed below, the proposed parking reduction is consistent with Policy CE 7.1.1 because adequate parking will be provided based upon the proposed uses, expanded on-site parking supply, and a parking management plan (PMP). Parking Reduction The shopping center includes a 580-space surface parking lot that will be modified to provide 610 spaces. The existing and proposed conditions are summarized in the following tables. Table1: Westcliff Plaza Existing Parking Requirement Required Parking (Various Uses) 547 spaces Parking Provided 580 spaces Parking Surplus 33 spaces Table 2: Westcliff Plaza Proposed Parking Requirement Required Parking (Various Uses) 749 spaces Parking Provided 610 spaces Parking Deficit 139 spaces A parking study from September 22, 2020, has been provided by Gibson Transportation Consulting, Inc. (Attachment No. PC 2). The Parking Study determines the overall parking demand of the shopping center’s existing conditions by providing parking counts during typical off-season operations and weather conditions for 12-hour durations beginning at 10:00 a.m. from Wednesday, September 11 through Saturday, September 14, 2019. The observed peak parking demand occurred at 12:00 p.m. on Friday, September 13, 2019, where 335 spaces out of 580 spaces were occupied (57 percent utilization). The parking study conservatively assumed an increase in parking demand for the project based on the Zoning Code-required parking ratios of 202 parking spaces. Based on this assumption, the peak parking demand for the project is estimated to be 537 spaces (335 + 202 = 537 spaces), which is 88 percent utilization of the proposed 610 spaces to be 6 Westcliff Plaza Parking Waiver (PA2019-266) Planning Commission, January 21, 2021 Page 5 provided on-site. The parking study concludes that the reconfigured parking lot will be adequate to accommodate the proposed uses of the project. A parking management plan (PMP) has been prepared as part of the parking study. The PMP is in compliance with Newport Beach Municipal Code (NBMC) Section 20.40.110(C) and it would only be implemented if actual parking demand were to exceed supply creating conflicts. The PMP would require the implementation of valet parking to boost parking supply and it would be subject to the review and approval by the City Traffic Engineer. The PMP also establishes a program to allow flexibility for future changes in commercial uses that increase parking requirements beyond the current scope analyzed, which is 122,920 square feet of overall floor area including 24,293 square feet of restaurant floor area (20 percent of the shopping center). Future parking counts would be taken, and an updated parking demand analysis would be prepared, and future uses would be limited such that adequate parking is provided. These changes would be subject to administrative review of the City Traffic Engineer and the Community Development Director. Uses that require use permits pursuant to the Zoning Code will continue to do so. Traffic Study Municipal Code Chapter 15.40 (Traffic Phasing Ordinance) requires that a traffic study be prepared, and findings be made if a proposed project will generate 300 or more average daily trips (ADT). The project is anticipated to generate 4,002 new ADT’s. Pursuant to NBMC Section 15.40.030.A, the Planning Commission must make the following findings in order to approve the project: 1. That a traffic study for the project has been prepared in compliance with this Chapter and Appendix A; 2. 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.B.1 Construction of the project will be completed within 60 months of project approval; or 15.40.030.B.1(a) The project will neither cause nor make an unsatisfactory level of traffic service at any impacted intersection. 3. 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. A traffic study was prepared by LSA 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 (Attachment No. PC 3). The traffic study included nine study intersections 7 Westcliff Plaza Parking Waiver (PA2019-266) Planning Commission, January 21, 2021 Page 6 that were analyzed for potential impacts based on the City’s Intersection Capacity Utilization (“ICU”) methodology and intersections under the jurisdiction of Caltrans were analyzed for potential impacts using the Highway Capacity Manual (“HCM”) methodology. Utilizing these methodologies, the traffic study determined the intersections will continue to operate at satisfactory levels of service as defined by the Traffic Phasing Ordinance. The proposed project will neither cause nor make worse an unsatisfactory level of traffic service either. No significant traffic delays are predicted, and no improvements are necessary. Facts to support the acceptance of the traffic study are provided in the draft resolution (Attachment No. PC 1). Conditional Use Permit Findings Pursuant to Section 20.52.020.F (Findings and Decision) of the Newport Beach Municipal Code, the Planning Commission must make the following findings in order to approve a conditional use permit: 1. The use is consistent with the General Plan and any applicable specific plan; 2. The use is allowed within the applicable zoning district and complies with all other applicable provisions of this Zoning Code and the Municipal Code; 3. The design, location, size, and operating characteristics of the use are compatible with the allowed uses in the vicinity; 4. The site is physically suitable in terms of design, location, shape, size, operating characteristics, and the provision of public and emergency vehicle (e.g., fire and medical) access and public services and utilities; and 5. Operation of the use at the location proposed would not be detrimental to the harmonious and orderly growth of the City, nor endanger, jeopardize, or otherwise constitute a hazard to the public convenience, health, interest, safety, or general welfare of persons residing or working in the neighborhood of the proposed use. As demonstrated in the draft resolution (Attachment No. PC 1), staff believes that sufficient facts exist in support of each finding for the proposed reduction in parking. The proposed uses will be consistent with the CN General Plan land use designation and zoning district. Since this project is specifically for the reduction of parking, all future uses that require use permits pursuant to the Zoning Code will be required to obtain use permits individually. The proposed reduction in parking for the site is supported by the provided Parking Study (Attachment No. PC 2), which concludes that, with the modification to the existing parking lot to increase the parking supply from 580 to 610 spaces, the increased parking demand from the proposed uses are accommodated by the parking supply available on-site. 8 Westcliff Plaza Parking Waiver (PA2019-266) Planning Commission, January 21, 2021 Page 7 The future restaurants, which are possible through the reduction of parking, are consistent with the shopping center as there is a mixture of commercial uses such as a grocery store, various retail stores, and various eating and drinking establishments. The site is suitable for the type and intensity of development proposed because the infrastructure serving the site and surrounding area has been designed and developed to accommodate additional commercial development use of the site. The project is anticipated to generate approximately 4,002 average daily trips and a Traffic Impact Analysis study has been completed (Attachment No. PC 3). The study found that there are no significant traffic- related impacts. Therefore, the addition of an additional commercial pad is not detrimental. Alternatives 1. The Planning Commission may require changes to the project to alleviate any concerns related to the design or the ability to make the required findings. If the changes are substantial, the item should be continued to a future meeting to allow the applicant to make the necessary adjustments and to allow staff to prepare a revised resolution incorporating new findings and/or conditions. 2. If the Planning Commission believes that there are insufficient facts to support the findings for approval, the Planning Commission may deny the application and provide facts in support of denial, and allow staff to prepare a revised resolution for denial of the project. Environmental Review This project is exempt from the California Environmental Quality Act (CEQA) pursuant to Section 15303 under Class 3 (New Construction or Conversion of Small Structures) of the CEQA Guidelines, California Code of Regulations, Title 14, Chapter 3, because it has no potential to have a significant effect on the environment. Class 3 exempts new construction in urbanized areas of up to four commercial buildings not exceeding 10,000 square feet in floor area. Proposed construction is below this threshold. The parking and traffic studies show there will be adequate parking and there will be no impacts to area intersections. Public Notice Notice of this hearing was published in the Daily Pilot, mailed to all owners and residential occupants of property within 300 feet of the boundaries of the site (excluding intervening rights-of-way and waterways) including the applicant and posted on the subject property at least 10 days before the scheduled meeting, consistent with the provisions of the Municipal Code. Additionally, the item appeared on the agenda for this meeting, which was posted at City Hall and on the City website. 9 Westcliff Plaza Parking Waiver (PA2019-266) Planning Commission, January 21, 2021 Page 8 Prepared by: Submitted by: __________________________ David S. Lee, Associate Planner ATTACHMENTS PC 1 Draft Resolution with Findings and Conditions PC 2 Parking Study PC 3 Traffic Impact Analysis PC 4 Project Plans 10 Attachment No. PC 1 Draft Resolution with Findings and Conditions 11 INTENTIONALLY BLANK PAGE12 RESOLUTION NO. PC2021-002 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF NEWPORT BEACH, CALIFORNIA, APPROVING CONDITIONAL USE PERMIT NO. UP2019-059 FOR A PARKING WAIVER FOR NEW EATING AND DRINKING ESTABLISHMENTS IN AN EXISTING SHOPPING CENTER LOCATED AT 1000-1150 IRVINE AVENUE (PA2019-266) THE PLANNING COMMISSION OF THE CITY OF NEWPORT BEACH HEREBY FINDS AS FOLLOWS: SECTION 1. STATEMENT OF FACTS. 1. An application was filed by Irvine Company Retail Properties (“Applicant”), with respect to property located at 1000-1150 Irvine Avenue, and legally described as Lot 1 and a portion of Lot 17 of Tract 4824 (“Property”). 2. The Applicant seeks a conditional use permit to allow the reduction of 139 on-site parking spaces at an existing shopping center to accommodate the future construction of 9,641 square feet of new commercial pad for future eating and drinking establishments, as well as 2,312 square feet of new outdoor dining area at the Property (“Project”). 3. The Property is designated CN (Neighborhood Commercial) by the General Plan Land Use Element and located within the CN (Commercial Neighborhood) Zoning District. 4. The Property is not located within the coastal zone and therefore, an amendment to the Coastal Land Use Plan or a coastal development permit are not required. 5. A public hearing was held online on January 21, 2021, observing restrictions due to the Declaration of a State Emergency and Proclamation of Local Emergency related to COVID-19. A notice of time, place and purpose of the public hearing was given in accordance with California Government Code Section 54950 et seq. (“Ralph M. Brown Act”) and Chapter 20.62 of the Newport Beach Municipal Code (“NBMC”). Evidence, both written and oral, was presented to, and considered by, the Planning Commission at this public hearing. SECTION 2. CALIFORNIA ENVIRONMENTAL QUALITY ACT DETERMINATION. 1. This Project is exempt from the California Environmental Quality Act (“CEQA”) pursuant to Section 15303 under Class 3 (New Construction or Conversion of Small Structures) of the CEQA Guidelines, California Code of Regulations, Title 14, Division 6, Chapter 3, because it has no potential to have a significant effect on the environment. 2. Class 3 exempts new construction in urbanized areas of up to four (4) commercial buildings not exceeding 10,000 square feet in floor area. Proposed construction is below this threshold. The parking and traffic studies show there will be adequate parking and there will be no impacts to area intersections. 13 Planning Commission Resolution No. PC2021-002 Page 2 of 13 3. The exceptions to this categorical exemption under Section 15300.2 are not applicable. The Project location does not impact an environmental resource of hazardous or critical concern, does not result in cumulative impacts, does not have a significant effect on the environment due to unusual circumstances, does not damage scenic resources within a state scenic highway, is not a hazardous waste site, and is not identified as a historical resource. SECTION 3. REQUIRED FINDINGS. Conditional Use Permit In accordance with Section 20.52.020(F) (Findings and Decision) of the NBMC, the following findings and facts in support of such findings are set forth: Finding: A. The use is consistent with the General Plan and any applicable specific plan. Facts in Support of Finding: 1. The CN (Neighborhood Commercial) land use designation under the General Plan provides for a limited range of retail and service uses developed in one or more distinct centers oriented to primarily serve the needs of and maintain compatibility with the residential uses in the immediate area. The Project is consistent with this designation as it is for the reduction of required parking to accommodate the construction of a new commercial pad for three (3) future eating establishments. The proposed restaurants would provide expanded dining options for the surrounding neighborhood. 2. The Property is identified by the Land Use Element of the General Plan as a part of Statistical Area J2 and contained within Anomaly 66. Anomaly 66 has a development limit of 138,500 square feet. The existing floor area of the shopping center is 113,514 square feet. The proposed addition to the shopping center is 9,641 square feet, which includes three (3) future eating establishments and a new mechanical room. The resulting floor area for the shopping center is 123,155 square feet, and does not exceed the General Plan’s development limit of 138,500 square feet. 3. Land Use Element Policy LU 2.1 (Resident-Serving Land Uses) encourages service uses that support the needs of residents that are in balance with community natural resources and open spaces. The Project is an essential component to the overall revitalization of Westcliff Plaza, which was constructed in 1964. The proposed eating and drinking establishments provide additional dining options for residents and visitors of the City and promotes civic engagement within the community. 4. Land Use Element Policy LU 2.4 (Economic Development) encourages the accommodation of uses that maintain or enhance Newport Beach’s fiscal health, accounting for market demands while maintaining and improving the quality of life for residents. The Project seeks to revitalize an aging shopping center by constructing 14 Planning Commission Resolution No. PC2021-002 Page 3 of 13 9,055 square feet of new restaurant area with an additional 2,312 square feet of outdoor dining area. Existing uses at the shopping center include a grocery store, various eating and drinking establishments, and various retail stores. A new commercial pad which encourages indoor and outdoor dining would serve as an attraction for surrounding residents and visitors and enhance the overall fiscal health of the existing shopping center. 5. Land Use Element Policy LU 3.2 (Growth and Change) encourages the re-use and infill with uses that are complementary in type, form, scale, and character. The construction of new restaurants within an existing commercial shopping center represents “in fill” development that can be served by the existing infrastructure. The use complements the existing type and character of the existing development, which includes a variety of commercial development. There is adequate capacity in the sewer and water facilities, circulation, and other public services and facilities to provide an adequate level of service to the Project. 6. The Property is not part of a specific plan area, therefore no findings of consistency with a specific plan is necessary. 7. General Plan Circulation Element Goal CE 7.1 is “An adequate supply of convenient parking throughout the City.” Circulation Element Policy CE 7.1.1 “requires that new development provide adequate, convenient parking for residents, guests, business patrons, and visitors.” As discussed below, the proposed parking reduction is consistent with Policy CE 7.1.1 because adequate parking will be provided based upon the proposed uses, expanded on-site parking supply, and a parking management plan. Finding: B. The use is allowed within the applicable zoning district and complies with all other applicable provisions of this Zoning Code and the Municipal Code. Facts in Support of Finding: 1. The CN (Commercial Neighborhood) Zone provides for areas appropriate for a limited range of retail and service uses developed in one or more distinct centers to serve primarily the needs of and maintain compatibility with residential uses in the immediate area. Although the construction of the new commercial pad does not require a discretionary permit, a conditional use permit is required for the waiver of parking that is required by the additional floor area. Section 20.20.020 (Commercial Zoning Districts Land Uses and Permit Requirements) of the NBMC requires either a minor or conditional use permit, depending on the nature of the establishment proposed (ie. take-out limited or full-service restaurant). 2. With the addition of new commercial floor area to the existing shopping center, the Applicant requests to reduce the on-site parking requirement. The existing shopping center contains a mix of uses which include a grocery store, banks, various eating and drinking establishments, and various commercial retail and service establishments. 15 Planning Commission Resolution No. PC2021-002 Page 4 of 13 Currently, the shopping center provides 580 on-site parking spaces, whereas 547 spaces are required, resulting in a 33-space surplus. 3. The Applicant is proposing to modify the Property in order to increase the parking supply to 610 on-site spaces. This would be accomplished by reconfiguring existing angled parking stalls to new 90-degree stalls, eliminating the existing secondary driveway along Westcliff Drive to provide more spaces, and modifying the existing pedestrian walkway which connects the primary front lot to the secondary rear lot to provide better vehicular access and circulation. 4. The Project seeks a waiver from the mandated parking requirement for the construction of 9,055 square feet of new commercial floor area and 2,312 square feet of outdoor dining area for future restaurants, as well as a 586-square-foot mechanical room. Additionally, the reduction in parking will accommodate the re-purposing of existing floor area by converting two (2) existing retail suites (approximately 15,000 square feet) into a restaurant, gym, and medical office. As a result, the shopping center’s parking requirement increases from 547 spaces to 749 spaces. With the aforementioned increase of parking supply to 610 spaces, there would be a parking deficit of 139 parking spaces. 5. A parking study from September 22, 2020 has been provided by Gibson Transportation Consulting, Inc. (the “Parking Study”). The Parking Study determines the overall parking demand of the shopping center’s existing conditions by providing parking counts during typical off-season operations and weather conditions for 12-hour durations beginning at 10:00 a.m. from Wednesday, September 11 through Saturday, September 14, 2019. The observed peak parking demand occurred at 12:00 p.m. on Friday, September 13, 2019, where 335 spaces out of 580 spaces were occupied (57 percent utilization). To analyze the parking demand associated with the proposed project, the Parking Study conservatively assumed that the parking demand is the equivalent to the corresponding increase in required parking dictated by the Zoning Code, which is an additional 202 parking spaces. Based on this assumption, the peak parking demand for the Project is 537 spaces (335 + 202 = 537 spaces), which is 88 percent utilization of the proposed 610 spaces to be provided on-site. The Parking Study concludes that even with the Project’s increase of parking demand, the reconfigured parking lot is able to accommodate the proposed expansion of the shopping center. 6. The Parking Study concludes that the reconfigured on-site parking lot in the shopping center is adequate to accommodate the proposed project. However, in compliance with NBMC Section 20.40.110(C), a parking management plan (PMP) has been prepared in case the site’s parking supply needs to be better utilized. The PMP would require the implementation of valet parking to boost parking supply and it would be subject to the review and approval by the City Traffic Engineer. The PMP also establishes a program to allow flexibility for future changes in commercial uses that increase parking requirements beyond the current scope analyzed, which is 122,920 square feet of overall floor area including 24,293 square feet of restaurant floor area (20 percent of the shopping center). Future parking counts would be taken, and an updated parking demand analysis would be prepared, and future uses would be limited such that 16 Planning Commission Resolution No. PC2021-002 Page 5 of 13 adequate parking is provided. These changes would be subject to administrative review of the City Traffic Engineer and the Community Development Director. Uses that require use permits pursuant to the Zoning Code will continue to do so. Finding: C.The design, location, size, and operating characteristics of the use are compatible with the allowed uses in the vicinity. Facts in Support of Finding: 1. The existing shopping center has operated at this location since 1964 and has included various commercial uses including eating and drinking establishments. The Project site abuts the city boundary line of Newport Beach and Costa Mesa to the east, and is surrounded by residential uses to the north, east, and west. There is an existing commercial development located south of the Project. As conditioned, theProject will be compatible with the land uses permitted within the surrounding neighborhood. 2.The Project proposes a reduction of parking for a commercial pad for three (3) future eating and drinking establishments and future conversion of existing retail space into an additional eating and drinking establishment, a gym, and a medical office use.However, this Project does not specifically permit each future use. Each new use is required to be individually considered under the NBMC and obtain all necessary permits to ensure that the use is compatible with the surrounding neighborhood. Finding: D.The site is physically suitable in terms of design, location, shape, size, operating characteristics, and the provision of public and emergency vehicle (e.g., fire and medical) access and public services and utilities. Facts in Support of Finding: 1. The Property is 10.78 acres in area (473,622 square feet), generally rectangular in shape, and located in a commercial area abutting residential uses nearby. A future restaurant pad is physically suitable within the existing shopping center. 2.The Project currently consists of nine (9) vehicular driveway entrances into the shopping center. There are three (3) entrances along Westcliff Drive and four (4) entrances along Irvine Avenue. As a part of the parking lot modification, Applicant is proposing to remove the northern entrance along Westcliff Drive, as well as an entrance along Irvine Avenue in order to create additional parking spaces. The new driveway and parking lot layouthave been reviewed and approved by the Public Works Department. 3.Facts in support of Findings B(3), B(4), and B(5) are hereby incorporated by reference. 17 Planning Commission Resolution No. PC2021-002 Page 6 of 13 4. The Public Works Department, Building Division, and Fire Department have reviewed the application. The project is required to obtain all applicable permits from the City’s Building and Fire Departments and must comply with the most recent, City-adopted version of the California Building Code. Finding: E. Operation of the use at the location proposed would not be detrimental to the harmonious and orderly growth of the City, nor endanger, jeopardize, or otherwise constitute a hazard to the public convenience, health, interest, safety, or general welfare of persons residing or working in the neighborhood of the proposed use. Facts in Support of Finding: 1. The future restaurants would be compatible with other commercial uses in the shopping center, and are not detrimental to the abutting residential uses. 2. The Project is consistent with the planned land use for the Property. The Property is suitable for the type and intensity of development proposed because the infrastructure serving the site and surrounding area has been designed and developed to accommodate additional commercial development use of the site. Therefore, the addition of another commercial pad is not detrimental. 3. Based on the Project description, the Project is anticipated to generate approximately 4,002 average daily trips; therefore, a traffic impact analysis study has been completed. No significant impacts related to traffic have been identified. 4. Facts in support of Finding C(2) is hereby incorporated by reference. 5. Compliance with the NBMC and the conditions of approval is required and will further ensure that the proposed use will not be detrimental. Traffic Study In accordance with Section 15.40.030(A) (Traffic Phasing Ordinance) of the NBMC, the following findings and facts in support of such findings are set forth: Finding: F. That a traffic study for the project has been prepared in compliance with this NBMC Chapter 15.40 and Appendix A. 18 Planning Commission Resolution No. PC2021-002 Page 7 of 13 Fact in Support of Finding: 1. A traffic study, titled “Traffic Impact Analysis for Westcliff Plaza Restaurants, City of Newport Beach” dated November 2020 (“Traffic Impact Analysis”), was prepared by LSA under the supervision of the City Traffic Engineer for the Project in compliance with Chapter 15.40 (Traffic Phasing Ordinance) and Appendix A of the NBMC. Finding: G That, based on the weight of the evidence in the administrative record, including the traffic study, one of the findings for approval in subsection 15.40.030(B) can be made: Construction of the project will be completed within 60 months of project approval; NBMC Section 15.40.030(B)(1) and The project will neither cause nor make worse an unsatisfactory level of traffic service at any impacted intersection. NBMC Section 15.40.030(B)(1)(a). Facts in Support of Finding: 1. Construction of the Project is anticipated to be completed in 2021, within 24 months. If the Project is not completed within 60 months of this approval, preparation of a new traffic study will be required. 2. The Traffic Impact Analysis included nine (9) study intersections that were analyzed for potential impacts based on the City’s Intersection Capacity Utilization (“ICU”) methodology and intersections under the jurisdiction of Caltrans were analyzed for potential impacts using the Highway Capacity Manual (“HCM”) methodology. Utilizing these methodologies, the Traffic Impact Analysis determined that the nine (9) primary intersections identified will continue to operate at satisfactory levels of service as defined by the Traffic Phasing Ordinance. Finding: H. 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. Fact in Support of Finding: 1. No improvements or mitigation are necessary because implementation of the Project will neither cause nor make worse an unsatisfactory level of traffic service at any impacted primary intersection within the City of Newport Beach. 19 Planning Commission Resolution No. PC2021-002 Page 8 of 13 SECTION 4. DECISION. NOW, THEREFORE, BE IT RESOLVED: 1. The Planning Commission of the City of Newport Beach hereby finds this Project is categorically exempt from the California Environmental Quality Act pursuant to Section 15303 under Class 3 (New Construction or Conversion of Small Structures) of the CEQA Guidelines, California Code of Regulations, Title 14, Division 6, Chapter 3, because it has no potential to have a significant effect on the environment. 2. The Planning Commission of the City of Newport Beach hereby approves Conditional Use Permit No. UP2019-059, subject to the conditions set forth in Exhibit “A,” which is attached hereto and incorporated by reference. 3. This action shall become final and effective 14 days following the date this Resolution was adopted unless within such time an appeal or call for review is filed with the Community Development Director in accordance with the provisions of Title 20 Planning and Zoning, of the Newport Beach Municipal Code. PASSED, APPROVED, AND ADOPTED THIS 21ST DAY OF JANUARY, 2021. AYES: NOES: ABSTAIN: ABSENT: BY:_________________________ Erik Weigand, Chairman BY:_________________________ Lauren Kleiman, Secretary 20 Planning Commission Resolution No. PC2021-002 Page 9 of 13 EXHIBIT “A” CONDITIONS OF APPROVAL (Project-specific conditions are in italics) Planning Division 1. The Project shall be in substantial conformance with the approved site plan, floor plans and building elevations stamped and dated with the date of this approval (except as modified by applicable conditions of approval). 2. The Project is subject to all applicable City ordinances, policies, and standards, unless specifically waived or modified by the conditions of approval. 3. Applicant shall comply with all federal, state, and local laws. Material violation of any of those laws in connection with the use may be cause for revocation of this Use Permit. 4. Use Permit No. UP2019-059 shall expire unless exercised within 24 months from the date of approval as specified in Section 20.54.060 of the Newport Beach Municipal Code, unless an extension is otherwise granted. 5. This Use Permit may be modified or revoked by the Planning Commission should they determine that the proposed uses or conditions under which it is being operated or maintained is detrimental to the public health, welfare or materially injurious to property or improvements in the vicinity or if the property is operated or maintained so as to constitute a public nuisance. 6. Any change in operational characteristics, expansion in area, or other modification to the approved plans, shall require an amendment to this Use Permit or the processing of a new use permit. 7. A copy of the resolution, including conditions of approval Exhibit “A”, shall be incorporated into the Building Division and field sets of plans prior to issuance of the building permits. 8. All future tenants within the shopping center shall obtain individual discretionary permits as required by the Newport Beach Municipal Code (“NBMC”). 9. As described in the parking management plan provided in the Parking Study provided by Gibson Transportation Consulting Inc. on September 22, 2020, if the future amount of square footage utilized as eating and drinking establishments exceeds 20 percent of the shopping center square footage and/or the total square footage of the site exceeds the 122,920 square feet analyzed in the Parking Study, the Applicant shall submit an updated parking demand analysis with parking counts. These changes would be subject to administrative review of the City Traffic Engineer and the Community Development Director. 21 Planning Commission Resolution No. PC2021-002 Page 10 of 13 10. Prior to the issuance of a building permit, the Applicant shall pay any unpaid administrative costs associated with the processing of this application to the Planning Division. 11. All noise generated by the proposed use shall comply with the provisions of Chapter 10.26 and other applicable noise control requirements of the NBMC. The maximum noise shall be limited to no more than depicted below for the specified time periods unless the ambient noise level is higher: Between the hours of 7:00AM and 10:00PM Between the hours of 10:00PM and 7:00AM Location Interior Exterior Interior Exterior Residential Property 45dBA 55dBA 40dBA 50dBA Residential Property located within 100 feet of a commercial property 45dBA 60dBA 45dBA 50dBA Mixed Use Property 45dBA 60dBA 45dBA 50dBA Commercial Property N/A 65dBA N/A 60dBA 12. Should the property be sold or otherwise come under different ownership, any future owners or assignees shall be notified of the conditions of this approval by either the current business owner, property owner or the leasing agent. 13. Construction activities shall comply with Section 10.28.040 of the NBMC, which restricts hours of noise-generating construction activities that produce noise to between the hours of 7:00 a.m. and 6:30 p.m., Monday through Friday, and 8:00 a.m. and 6:00 p.m. on Saturday. Noise-generating construction activities are not allowed on Sundays or Holidays. 14. To the fullest extent permitted by law, Applicant shall indemnify, defend and hold harmless City, its City Council, its boards and commissions, officials, officers, employees, and agents from and against any and all claims, demands, obligations, damages, actions, causes of action, suits, losses, judgments, fines, penalties, liabilities, costs and expenses (including without limitation, attorney’s fees, disbursements and court costs) of every kind and nature whatsoever which may arise from or in any manner relate (directly or indirectly) to City’s approval of Westcliff Plaza Parking Waiver including, but not limited to, Conditional Use Permit No. UP2019-059 (PA2019-266). This indemnification shall include, but not be limited to, damages awarded against the City, if any, costs of suit, attorneys' fees, and other expenses incurred in connection with such claim, action, causes of action, suit or proceeding whether incurred by applicant, City, and/or the parties initiating or bringing such proceeding. The applicant shall indemnify the City for all of City's costs, attorneys' fees, and damages which City incurs in enforcing the indemnification provisions set forth in this condition. Applicant shall pay to the City upon demand any amount owed to the City pursuant to the indemnification requirements prescribed in this condition. Fire Department 15. Fire access throughout the Project shall meet all Newport Beach Fire Department Guidelines, including Guidelines C.01 and C.02. 22 Planning Commission Resolution No. PC2021-002 Page 11 of 13 Building Division 16. Applicant is required to obtain all applicable permits from the City’s Building Division and Fire Department. The construction plans must comply with the most recent, City-adopted version of the California Building Code. The construction plans must meet all applicable State Disabilities Access requirements. Approval from the Orange County Health Department is required prior to the issuance of a building permit. 17. New parking layout shall provide required accessible parking stalls and paths of travel. 18. Applicant shall employ the following best available control measures (“BACMs”) to reduce construction-related air quality impacts: Dust Control • Water all active construction areas at least twice daily. • Cover all haul trucks or maintain at least two feet of freeboard. • Pave or apply water four times daily to all unpaved parking or staging areas. • Sweep or wash any site access points within two hours of any visible dirt deposits on any public roadway. • Cover or water twice daily any on-site stockpiles of debris, dirt or other dusty material. • Suspend all operations on any unpaved surface if winds exceed 25 mph. Emissions • Require 90-day low-NOx tune-ups for off road equipment. • Limit allowable idling to 30 minutes for trucks and heavy equipment Off-Site Impacts • Encourage car pooling for construction workers. • Limit lane closures to off-peak travel periods. • Park construction vehicles off traveled roadways. • Wet down or cover dirt hauled off-site. • Sweep access points daily. • Encourage receipt of materials during non-peak traffic hours. • Sandbag construction sites for erosion control. Fill Placement • The number and type of equipment for dirt pushing will be limited on any day to ensure that SCAQMD significance thresholds are not exceeded. • Maintain and utilize a continuous water application system during earth placement and compaction to achieve a 10 percent soil moisture content in the top six-inch surface layer, subject to review/discretion of the geotechnical engineer. 19. Prior to the issuance of a grading permit, Applicant shall prepare and submit a Water Quality Management Plan (“WQMP”) for the Project, subject to the approval of the Building Division and Code and Water Quality Enforcement Division. The WQMP shall 23 Planning Commission Resolution No. PC2021-002 Page 12 of 13 provide appropriate Best Management Practices (“BMPs”) to ensure that no violations of water quality standards or waste discharge requirements occur. 20. A list of “good housekeeping” practices will be incorporated into the long-term post- construction operation of the site to minimize the likelihood that pollutants will be used, stored or spilled on the site that could impair water quality. These may include frequent parking area vacuum truck sweeping, removal of wastes or spills, limited use of harmful fertilizers or pesticides, and the diversion of storm water away from potential sources of pollution (e.g., trash receptacles and parking structures). The Stage 2 WQMP shall list and describe all structural and non-structural BMPs. In addition, the WQMP must also identify the entity responsible for the long-term inspection, maintenance, and funding for all structural (and if applicable Treatment Control) BMPs. Public Works Department 21. A Public Works Department encroachment permit inspection is required before the Building Department Permit Final can be issued. At the time of Public Works Department inspection, if any of the existing public improvements surrounding the site are damaged, new concrete sidewalk, curb and gutter, and alley/street pavement will be required. Additionally, if existing utilities infrastructure are deemed substandard, a new 1-inch water service, water meter box, sewer lateral and/or cleanout with box and lid will be required. All costs shall be borne by the property owner (NBMC Sections 14.24.020 and 14.08.030). Said determination and the extent of the repair work shall be made at the discretion of the Public Works Inspector. Contractor is responsible to maintain the public right of way at all times during the construction project. 22. An encroachment agreement is required for all non-standard improvements within the public right-of-way and utility easements. All non-standard improvements shall comply with City Council Policy L-6. 23. No permanent structures can be built within the limits of the existing utility easement. 24. All parking spaces shall be per City Standards STD-805-L-A/B. All dead-end drive aisles shall provide a dedicated turn-around area and 5-foot minimum drive aisle extension. 25. Applicant shall relocate the existing street light pole (SL#1487) to accommodate the proposed central driveway widening on Irvine Avenue. The street light shall be installed per STD-200-L and to the satisfaction of the Utilities Department. 26. The proposed central driveway widening on Irvine Avenue shall be installed per City Standards STD-160-L-A, STD-161-L or STD-166-L. 27. The proposed central driveway widening may require modification to the raised median along Irvine Avenue. Any median modification will be reviewed and approved by the City Traffic Engineer. 24 Planning Commission Resolution No. PC2021-002 Page 13 of 13 28. Adequate sight distance shall be provided at all driveways per City Standard STD-110- L. 29. Applicant shall construct new curb, gutter and sidewalk per STD-165-L in place of each SURSRVHGGULYHZD\FORVXUHņRQHRQ,UYLQH$YHQXHDQGRQHRQ:HVWFOLII'ULYH 30. No permanent structures shall be built within the limits of the existing utility easement. 31. ,UYLQH$YHQXH:HVWFOLII'ULYHDQG5XWODQG5RDGDUHRQWKH&LW\¶VVWUHHW-cut moratorium OLVW$SSOLFDQWVKDOOUHSDLUDQ\WUHQFKLQJRUGDPDJHWR,UYLQH$YHQXH:HVWFOLII'ULYHDQG 5XWODQG5RDGSHU&LW\6WDQGDUG67'-105-L-F. All other trenching or damage caused by the Applicant to City roadways shall be repaired per City Standard STD-105-L-B. 32. All work related to water in the public right-of-way or City of Newport Beach mainline in an easement shall be performed by a C-34 licensed Pipeline Contractor or an A Licensed General Engineering Contractor. 33. All work related to wastewater in the public right-of-way or City of Newport Beach mainline in an easement shall be performed by a C-42 licensed Sanitation Sewer Contractor or an A Licensed General Engineering Contractor. 34. The abandonment of sewer lateral shall include removal of the cleanout riser, the 4TT box and the wye, if applicable. The sewer lateral shall then be capped where the wye used to be. 35. The abandonment of existing unused water service shall include capping at main (corporation stop) and removal of existing water meter, box and cover. 36. Applicant shall retain the existing alignment of the City’s facilities for water and sewer systems. The new building can be fed from a service rather than creating a City loop system around the building. 37. Applicant shall provide analysis for the proposed increase in storm water discharge to the City’s storm drain system. 38. Applicant shall reconstruct all non-accessible compliant driveway approaches per City Standards STD-160-L-A, STD-161-L or STD-166-L. 39. Applicant shall relocate the proposed grease interceptor from within the existing easement to an area outside the easement. A sewer clean-out per City Standard STD- 406-L shall be located within the easement. 25 INTENTIONALLY BLANK PAGE26 Attachment No. PC 2 Parking Study 27 INTENTIONALLY BLANK PAGE28 DRAFT MEMORANDUM TO: Steve Shaul, Irvine Company Retail Properties FROM: Sean Mohn and Janet Ye, EIT DATE: September 22, 2020 RE: Parking Demand Analysis for Westcliff Plaza Newport Beach, California Ref: J1732 Gibson Transportation Consulting, Inc. (GTC) prepared a parking demand analysis for the proposed expansion of Westcliff Plaza (Project) in Newport Beach, California (City). GTC compared the off-street parking requirements, as indicated by the City of Newport Beach Municipal Code (City Code), to the results of a parking demand analysis based on empirical parking demand data. This memorandum summarizes our analysis. PROJECT DESCRIPTION The Project site is located on the northeast corner of Irvine Avenue & Westcliff Drive, as illustrated in Figure 1. The existing site currently consists of approximately 113,514 square feet (sf) of commercial shopping center space and provides a total of 580 parking spaces. Based on discussions with Irvine Company staff, it is our understanding that the Project is proposing the following modifications to the existing site in order to accommodate approximately 122,920 sf of commercial shopping center space and provide a total of 610 parking spaces: x The existing parking lot would be reconfigured to provide 90-degree parking (vs. angled parking). x The pedestrian walkway connecting the primary parking lot (front) to the secondary parking lot (rear) would be modified in order to allow direct vehicular access and circulation. x The secondary driveways along Westcliff Drive and Irvine Avenue would be eliminated in order to provide additional parking. The proposed modifications described above are illustrated in Figure 2. 29 Mr. Steve Shaul September 22, 2020 Page 2 CITY CODE PARKING REQUIREMENTS The City Code has identified the off-street parking requirements of various land uses; in particular, City Code Section 20.40.040 details the required off-street parking rates for all developments proposed within the City. These parking rates, and the previously approved Use Permit rates for various Project tenants, were applied to the various land use elements of the Project to determine the required amount of off-street parking stalls per the City Code for the following analysis scenarios: x Existing Conditions – 113,514 sf of Shopping Center Space o Including 10,230 sf of Restaurant Space (or 9% of the total site) x Future Conditions – 122,920 sf o Including 24,293 sf of Restaurant Space (or 20% of the total site) Existing Conditions As detailed in Table 1, the Project is required to provide 547 parking spaces based on the Existing Conditions scenario, City Code parking rates, and the previously approved Use Permit rates for various Project tenants. This parking requirement is satisfied by the current parking supply of 580 parking spaces. Future Conditions As detailed in Table 2, the Project is required to provide 749 parking spaces based on the Future Conditions scenario, City Code parking rates, and the previously approved Use Permit rates for various Project tenants. This parking requirement would not be satisfied by the proposed parking supply of 610 parking spaces. City Code Summary As detailed in the analyses above, the Project would not be able to satisfy the City Code off- street parking requirements based on the Future Conditions land use allocation. The City Code analysis indicates a parking shortfall of 139 parking spaces. It should be noted that the City Code parking requirements identified above for each individual land use are not necessarily reflective of the collective land use parking demands experienced within shopping centers or the unique parking characteristics of individual centers such as Westcliff Plaza. The City Code analysis assumes that the demand for each land use peaks at the same time or that the peak is consistent for all tenants within each land use category; this may lead to the provision of more parking than is needed at any given time. 30 Mr. Steve Shaul September 22, 2020 Page 3 As such, a parking demand analysis was performed to help determine the appropriate amount of parking needed to adequately serve the peak parking demand generated by the Future Conditions land use allocation. PARKING DEMAND ANALYSIS As previously stated, the parking demand analysis was performed based on empirical parking demand data. Existing Conditions In order to ascertain the weekday and weekend parking needs of the Project based on the land use allocation under Future Conditions, parking utilization surveys at the existing site were conducted over a period of 12 hours beginning at 10:00 AM on the following dates: x Wednesday, September 11, 2019 x Thursday, September 12, 2019 x Friday, September 13, 2019 x Saturday, September 14, 2019 The parking utilization survey data is summarized in Table 3 and detailed in the Attachment. As shown in Table 3, the peak parking utilization of 335 spaces (or 58%) was observed at 12:00 PM on Friday, September 13, 2019 when the shopping center floor area (tenant space) was 100% occupied. The peak parking demand for the Project of 335 spaces is significantly lower than the City Code requirement of 547 spaces and can be easily accommodated by the current parking supply of 580 parking spaces. Future Conditions For the purposes of this analysis, rather than assume a strictly linear increase in parking demand based on the increase in shopping center square footage, the increase in parking demand from Existing Conditions to Future Conditions was conservatively assumed to be equivalent to the corresponding increase in the City Code parking requirement in order to account for the specific land use allocations. As detailed in Table 4, the increase in the parking requirement from Existing Conditions to Future Conditions based on City Code is 202 spaces. Based on this assumption, as detailed in Table 5 and illustrated in Figure 3, the peak parking demand for the Project under Future Conditions of 537 spaces (or 88%) is expected to occur on Friday at 12:00 PM assuming the shopping center floor area (tenant space) is 100% occupied. The peak parking demand for the Project of 537 spaces under Future Conditions is significantly lower than the City Code requirement of 749 spaces and can be easily accommodated by the proposed parking supply of 610 parking spaces. 31 Mr. Steve Shaul September 22, 2020 Page 4 PARKING MANAGEMENT RECOMMENDATIONS Recognizing that the Project land use allocation (i.e., retail vs. restaurant) and related parking needs may change in the future, should the restaurant and/or entertainment space allocation ever exceed 20% and/or the total square footage of the site exceed the 122,920 sf analyzed under the Future Conditions scenario, it is our recommendation that the following parking management measures be considered for implementation: 1. Measure One (M1) - Parking Demand Analysis Update – M1 involves the preparation of an updated parking demand analysis in order to assess the parking needs of the Project under future conditions. If it is determined that the parking demand would not be satisfied by the proposed parking supply, additional parking management measures would be required. 2. Measure Two (M2) - Valet Parking – M2 involves the development and operation of a valet parking program for the patrons of the restaurant space within the Project (or any other commercial tenants that merit such action) in order to address the potential shortfall identified in M1. 32 33 34 12:00PM,33512:00PM,537610010020030040050060070010:00AM 11:00AM 12:00PM 1:00PM 2:00PM 3:00PM 4:00PM 5:00PM 6:00PM 7:00PM 8:00PM 9:00PMPARKINGSPACESTIME(HOURLY)Figure 3 Westcliff Plaza Parking Demand - Future ConditionsExistingFutureTotalParkingSupply(Future)35 TABLE 1 WESTCLIFF PLAZA PARKING CODE SUMMARY - EXISTING CONDITIONS Suite Trade Name Area (sf) Area (%) 1150 Ralph's 27,900 25%1 space / 200 sf 140 spaces 1132 Newport Nails 1,035 1%1 space / 80 sf 13 spaces 1130 Scout & Molly's Boutique 975 1%1 space / 250 sf 4 spaces 1128[b]The Coffee Bean & Tea Leaf 1,200[b] 1%14 spaces 1126[b]Pandor Bakery 1,940[b] 2%21 spaces 1124[b]Fresh Brothers Pizza 780[b] 1%4 spaces 1120[b]Chronic Tacos 1,300[b] 1%6 spaces 1116[b]Pressed Juice 975[b] 1%1 space / 250 sf 4 spaces 1112[b]Pick Up Stix 1,400[b] 1%6 spaces 1104[b]The Counter Burger 2,635[b] 2%30 spaces 1100[c]FH Home 11,235 10%1 space / 250 sf 45 spaces 1062[c]Furnishing Hope II 3,737 3%1 space / 250 sf 15 spaces 1058 Core Reform Pilates 1,300 1%9 spaces 1052 Massage Envy 2,675 2%11 spaces 1048 The UPS Store 2,028 2%1 space / 250 sf 9 spaces 1044 Kriser's 2,750 2%1 space / 250 sf 11 spaces 1040 Orangetheory 2,920 3%15 spaces 1036 GNC 1,660 1%1 space / 250 sf 7 spaces 1024 Crown Hardware 10,270 9%1 space / 250 sf 42 spaces 1020 CVS 23,594 21%1 space / 250 sf 95 spaces 1016 Bank of America 7,200 6%1 space / 250 sf 29 spaces 1000 Chase Bank 4,005 4%17 spaces 10,230 9%Total Required Spaces 85 spaces (Restaurant) 113,514 100%547 spaces 113,514 100%580 spaces 33 spaces Notes: [b] Included in Total Floor Area (Restaurant) [c] Suite to be converted to other use (see Table 2 for proposed change) Parking Surplus/(Shortfall) [a] As established in Section 20.40.040 (Table 3-10) of the City of Newport Beach Municipal Code and Westcliff Plaza [d] Total Occupied Floor Area represents occupied space during the time period utilization survey data was collected Total Floor Area (Restaurant) Total Occupied Floor Area [d]Total Required Spaces Total Shopping Center Area Total Parking Supply UP3464 UP2007-042 UP2010-012 UP2010-023 UP2012-022 (1 space/200) UP2012-004 UP3171 Code Requirement [a]Required Spaces UP2012-027 UP2011-031 UP2006-022 36 TABLE 2 WESTCLIFF PLAZA PARKING CODE SUMMARY - FUTURE CONDITIONS Suite Trade Name Area (sf) Area (%) 1150 Ralph's 27,900 23%1 space / 200 sf 140 spaces 1132 Newport Nails 1,000[b] 1%1 space / 80 sf 13 spaces 1130 Scout & Molly's Boutique 975 1%1 space / 250 sf 4 spaces 1128 Restaurant [c]1,200[d] 1%11 spaces 1126 Pandor Bakery 1,940[d] 2%21 spaces 1124 Fresh Brothers Pizza 780[d] 1%4 spaces 1120 Chronic Tacos 1,300[d] 1%6 spaces 1116 Pressed Juice 975[d] 1%1 space / 250 sf 4 spaces 1112 Pick Up Stix 1,400[d] 1%6 spaces 1104 Restaurant 2,880[d][e] 2%36 spaces 1100A Restaurant [f]4,763[d][h] 4%60 spaces 1100B Fitness [g]6,027[h] 5%1 space / 200 sf 31 spaces 1062 Medical [i]3,737 3%1 space / 200 sf 19 spaces 1058 Core Reform Pilates 1,300 1%9 spaces 1052 Massage Envy 2,675 2%11 spaces 1048 The UPS Store 2,028 2%1 space / 250 sf 9 spaces 1044 Kriser's 2,750 2%1 space / 250 sf 11 spaces 1040 Orangetheory 2,920 2%15 spaces 1036 GNC 1,660 1%1 space / 250 sf 7 spaces 1024 Crown Hardware 10,270 8%1 space / 250 sf 42 spaces 1020 CVS 23,594 19%1 space / 250 sf 95 spaces 1016 Bank of America 7,200 6%1 space / 250 sf 29 spaces 1000 Chase Bank 4,005 3%17 spaces New Pad Suite A Restaurant 2,329[d] 2%30 spaces New Pad Suite A Patio Restaurant - Patio 1,200[j] NA 23 spaces New Pad Suite B Restaurant 2,307[d] 2%29 spaces New Pad Suite B Patio Restaurant - Patio 390[j] NA 3 spaces New Pad Suite C Restaurant 4,419[d] 4%56 spaces New Pad Suite C Patio Restaurant - Patio 722[j] NA 5 spaces New Pad Common Area Service Cooridor/Mech Room 586 0.5%1 space / 250 sf 3 spaces 24,293 20%Total Required Spaces (Restaurant) 263 spaces 2,312 Total Required Spaces (Restaurant - Patio)31 spaces 122,920 100%749 spaces 122,920 100%610 spaces 9,406 (139) spaces Notes: [a] As established in Section 20.40.040 (Table 3-10) of the City of Newport Beach Municipal Code and Westcliff Plaza [d] Included in Total Floor Area (Restaurant) [f] Redevelopment plan proposes conversion of Suite 1100A from Retail use to Restaurant use. Parking requirement adjusted accordingly. [g] Redevelopment plan proposes conversion of Suite 1100B from Retail use to Fitness use. Parking requirement adjusted accordingly. [i] Redevelopment plan proposes conversion of Suite 1062 from Retail use to Medical use. Parking requirement adjusted accordingly. [j] Included in Total Floor Area (Restaurant - Patio) [k] Total Future Occupied Floor Area represents 100% occupancy post project completion [l] Total Future Shopping Center Area represents shopping center area post project completion [m] Net New Redevelopment Area is the sum of new new pad and existing building expansions areas minus existing building deduction areas [h] Redevelopment Plan (Bldg PC # X2020-0717) proposes Suite 1100 to be resized (building area reduced from 11,235 SF to 10,790 SF) and redemised into two suites (1100A and 1100B). [b] Redevelopment Plan (Bldg PC # X2020-0718) proposes suite reduction from 1,035 SF to 1,000 SF (net decrease of 35 SF). Suite will remain Retail use. Net New Redevelopment Area [m]Parking Surplus/(Shortfall) [c] Suite 1128: Afters Ice Cream will replace Coffee Bean under UP2012-027. Seating capacity shall remain at 24. Tenant improvements are currenly underway (Bldg Permit #: X2019-3647). [e] Redevelopment Plan (Bldg PC # X2020-0718) proposes suite expansion from 2,675 SF to 2,880 SF (net increase of 205 SF). Suite will remain Restaurant use. Parking requirement adjusted for net increase in floor area. Total Future Shopping Center Area [l]Future Parking Supply UP2012-004 TBD - Assume a 50% public space ratio @ 1 space / 40 sf of public space Outdoor dining areas exceeding 25% of the interior net public area or 1,000 sq. ft., whichever is less parked 1 space per 40 sf TBD - Assume a 50% public space ratio @ 1 space / 40 sf of public space Outdoor dining areas exceeding 25% of the interior net public area or 1,000 sq. ft., whichever is less parked 1 space per 40 sf TBD - Assume a 50% public space ratio @ 1 space / 40 sf of public space Outdoor dining areas exceeding 25% of the interior net public area or 1,000 sq. ft., whichever is less parked 1 space per 40 sf Total Floor Area (Restaurant) Total Floor Area (Restaurant - Patio) Total Future Occupied Floor Area [k]Total Required Spaces UP2012-022 (1 space/200) Code Requirement [a]Required Spaces Tenant floor plan includes 419.6 SF of public space (317.2 SF of dining area and 102.4 SF of sales area). Parking provided at 1 space / 40 sf of public space. UP2011-031 UP2006-022 UP3171 UP3464 TBD - Assume a 50% public space ratio @ 1 space / 40 sf of public space TBD - Assume a 50% public space ratio @ 1 space / 40 sf of public space UP2010-012 UP2010-023 37 10 AM 11 AM 12 PM 1 PM 2 PM 3 PM 4 PM 5 PM 6 PM 7 PM 8 PM 9 PMWednesday (September 11, 2019) 273 261 297 290 284 289 300 300 258 235 165 110Thursday (September 12, 2019) 257 267 293 265 258 287 274 266 204 197 150 145Friday (September 13, 2019) 270 285335299 272 272 283 271 229 202 135 104Saturday (September 14, 2019) 304 313 329 306 281 235 225 194 168 143 110 10010 AM 11 AM 12 PM 1 PM 2 PM 3 PM 4 PM 5 PM 6 PM 7 PM 8 PM 9 PMWednesday (September 11, 2019) 47% 45% 51% 50% 49% 50% 52% 52% 44% 41% 28% 19%Thursday (September 12, 2019) 44% 46% 51% 46% 44% 49% 47% 46% 35% 34% 26% 25%Friday (September 13, 2019) 47% 49%58%52% 47% 47% 49% 47% 39% 35% 23% 18%Saturday (September 14, 2019) 52% 54% 57% 53% 48% 41% 39% 33% 29% 25% 19% 17%Notes:[a] Total parking supply is 580 spaces.TABLE 3WESTCLIFF PLAZA PARKING UTILIZATION SUMMARY - EXISTING CONDITIONSWESTCLIFF PLAZA TOTAL PARKING UTILIZATION (SPACES)WESTCLIFF PLAZA TOTAL PARKING UTILIZATION (%) [a]38 Area (sf) Area (%)FUTURE CONDITIONS122,920100%749 spacesEXISTING CONDITIONS113,514100%547 spaces202 spacesNotes:[a] As established in Section 20.40.040 (Table 3-10) of the City of Newport Beach Municipal Code and Westcliff Plaza.[b] Total Future Occupied Floor Area represents 100% occupancy post project completion.Total Occupied Floor Area [b]:Total Required Spaces:Increase/(Decrease):Total Future Occupied Floor Area [b]:Total Required Spaces:Required Spaces [a]TABLE 4WESTCLIFF PLAZA PARKING CODE SUMMARY - FUTURE CONDITIONS VS. EXISTING CONDITIONS39 10 AM 11 AM 12 PM 1 PM 2 PM 3 PM 4 PM 5 PM 6 PM 7 PM 8 PM 9 PMWednesday 475 463 499 492 486 491 502 502 460 437 367 312Thursday 459 469 495 467 460 489 476 468 406 399 352 347Friday 472 487537501 474 474 485 473 431 404 337 306Saturday 506 515 531 508 483 437 427 396 370 345 312 30210 AM 11 AM 12 PM 1 PM 2 PM 3 PM 4 PM 5 PM 6 PM 7 PM 8 PM 9 PMWednesday 78% 76% 82% 81% 80% 80% 82% 82% 75% 72% 60% 51%Thursday 75% 77% 81% 77% 75% 80% 78% 77% 67% 65% 58% 57%Friday 77% 80%88%82% 78% 78% 80% 78% 71% 66% 55% 50%Saturday 83% 84% 87% 83% 79% 72% 70% 65% 61% 57% 51% 50%Notes:[a] Total parking supply is 609 spaces.TABLE 5WESTCLIFF PLAZA PARKING DEMAND SUMMARY - FUTURE CONDITIONSWESTCLIFF PLAZA TOTAL PARKING UTILIZATION (SPACES)WESTCLIFF PLAZA TOTAL PARKING UTILIZATION (%) [a]61040 Attachment Parking Utilization Survey Data 41 42 Location:WestcliffPlazaͲNewportBeach,CAWednesdayParkingUtlilization(9Ͳ11Ͳ19)AreaInventory10:00AM11:00AM12:00PM1:00PM2:00PM3:00PM4:00PM5:00PM6:00PM7:00PM8:00PM9:00PMA1343842374141473935322222A212912117111088564B912914141514113120C11281091311221231401321451151066838C2242828312819252628282310C314131615141715161717117D1444452524839494849433228D2665554333311D3222343540000Total56227326129729028428930030025823516511049%46%53%52%51%51%53%53%46%42%29%20%43 Location:WestcliffPlazaͲNewportBeach,CAThursdayParkingUtlilization(9Ͳ12Ͳ19)AreaInventory 10:00AM11:00AM12:00PM1:00PM2:00PM3:00PM4:00PM5:00PM6:00PM7:00PM8:00PM9:00PMA130 33 42 30 36 39 43 37 34 30 22 19A28101191212996755B88101113141484121C1126 121 126 112 109 127 113 117 82 81 54 47C2242929272428202125292324C314151712101317181211912D1404553554747504939363436D2544555552211D3221422320000Total56225726729326525828727426620419715014546%48%52%47%46%51%49%47%36%35%27%26%44 Location:WestcliffPlazaͲNewportBeach,CAFridayParkingUtlilization(9Ͳ13Ͳ19)AreaInventory 10:00AM11:00AM12:00PM1:00PM2:00PM3:00PM4:00PM5:00PM6:00PM7:00PM8:00PM9:00PMA138 38 48 39 40 30 31 35 31 29 20 13A2111011910913129864B7151217171010130210C111912115513211413313312097834338C2243030261918262527251912C31514181411171415121394D1464753525248494551423733D2777765442000D3331332320000Total56227028533529927227228327122920213510448%51%60%53%48%48%50%48%41%36%24%19%45 Location:WestcliffPlazaͲNewportBeach,CASaturdayParkingUtlilization(9Ͳ14Ͳ19)AreaInventory 10:00AM11:00AM12:00PM1:00PM2:00PM3:00PM4:00PM5:00PM6:00PM7:00PM8:00PM9:00PMA137 40 48 44 35 34 33 32 28 23 20 21A21616161316141275734B77106710611002C114614714813712293817158463227C2282931282822312829252622C318181716151411910802D1485053555345464135342922D2454553552000D3012200000000Total56230431332930628123522519416814311010054%56%59%54%50%42%40%35%30%25%20%18%46 Attachment No. PC 3 Traffic Impact Analysis 47 INTENTIONALLY BLANK PAGE48 November2020 TRAFFICIMPACTANALYSIS WESTCLIFFPLAZARESTAURANTS NEWPORTBEACH,CALIFORNIA ThisTrafficImpactAnalysishasbeenpreparedunderthesupervisionof AmbarishMukherjee,P.E. 49 November 2020 TRAFFIC IMPACT ANALYSIS WESTCLIFF PLAZA RESTAURANTS NEWPORT BEACH, CALIFORNIA Submitted to: City of Newport Beach 100 Civic Center Drive Newport Beach, California 92660 Prepared by: LSA 20 Executive Park, Suite 200 Irvine, California 92614-4731 (949) 553-0666 Project No. CNB1702.03 50 TRAFFICIMPACTANALYSIS NOVEMBER2020 WESTCLIFFPLAZARESTAURANTSPROJECT NEWPORTBEACH,CALIFORNIA P:\CNB1702.03\doc\TIA3.docx«11/20/20»i TABLEOFCONTENTS INTRODUCTION..........................................................................................................1 ANALYSISMETHODOLOGY..........................................................................................4 StudyArea.....................................................................................................................................4 IntersectionLevelofServiceMethodology...................................................................................6 ThresholdofSignificance..............................................................................................................7 PROPOSEDPROJECT...................................................................................................7 ProjectDescription........................................................................................................................7 ProjectTripGeneration,Distribution,andAssignment................................................................7 EXISTINGCONDITIONS................................................................................................8 ExistingBaselineIntersectionLevelofService............................................................................11 ActiveTransportation..................................................................................................................15 FUTUREYEAR2022CONDITIONS..............................................................................15 FutureYear2022BaselineIntersectionLevelofService............................................................15 FutureYear2022PlusProjectIntersectionLevelofService.......................................................17 ANALYSISOFSTATEHIGHWAYFACILITIES.................................................................22 ACCESSANDONͲSITECIRCULATION..........................................................................22 QueuingAnalysis.........................................................................................................................25 SightDistanceAnalysis................................................................................................................25 CONGESTIONMANAGEMENTPROGRAMCONSISTENCYREQUIREMENTS..................26 VEHICLEMILESTRAVELED.........................................................................................26 CONCLUSIONS..........................................................................................................26 REFERENCES.............................................................................................................29 APPENDICES A:ExistingTrafficVolumes B:ICUWorksheets C:OCTABusSystemMap D:City’sRegionalTrafficAnnualGrowthRateTable E:ApprovedProjectsInformation F:HCMWorksheets 51 TRAFFICIMPACTANALYSIS NOVEMBER2020 WESTCLIFFPLAZARESTAURANTSPROJECT NEWPORTBEACH,CALIFORNIA P:\CNB1702.03\doc\TIA3.docx«11/20/20»ii FIGURESANDTABLES FIGURES Figure1:ProjectLocationandStudyAreaIntersections.......................................................................2 Figure2:ExistingWestcliffPlaza............................................................................................................3 Figure3:SitePlan...................................................................................................................................5 Figure4A:ProjectTripDistributionandNetTripAssignment...............................................................9 Figure4B:FullProjectTripAssignment(ProjectAccess).....................................................................10 Figure5:ExistingIntersectionGeometrics...........................................................................................12 Figure6:ExistingPeakͲHourVolumes..................................................................................................13 Figure7:ApprovedProjectsLocations.................................................................................................16 Figure8:FutureYear2022PeakͲHourVolumes..................................................................................18 Figure9:FutureYear2022PlusProjectPeakͲHourVolumes..............................................................21 Figure10:CountyofOrangeCMPHighwaySystem............................................................................27 Figure11:CMPStudyAreaDetermination..........................................................................................28 TABLES TableA:ProjectTripGeneration............................................................................................................8 TableB:ExistingIntersectionLevelofServiceSummary.....................................................................14 TableC:CityofNewportBeach1PercentVolumeAnalysisSummary................................................19 TableD:FutureYear2022IntersectionLevelofServiceSummary.....................................................20 TableE:ExistingIntersectionLevelofServiceSummary(HCM)..........................................................23 TableF:FutureYear2022IntersectionLevelofServiceSummary(HCM)...........................................24 TableG:ProjectAccessQueuingandStorageLengths........................................................................25 52 TRAFFIC IMPACT ANALYSIS NOVEMBER 2020 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 3 RLSO.docx «11/20/20» iii LIST OF ABBREVIATIONS AND ACRONYMS ADT average daily trips Caltrans California Department of Transportation CAMUTCD California Manual on Uniform Traffic Control Devices CEQA California Environmental Quality Act City City of Newport Beach CMP Congestion Management Program County County of Orange ft foot/feet HCM Highway Capacity Manual ICU intersection capacity utilization ITE Institute of Transportation Engineers LOS level of service mph miles per hour OCTA Orange County Transportation Authority project Westcliff Plaza Restaurants Project sf square feet TIA Traffic Impact Analysis TPO Traffic Phasing Ordinance v/c volume-to-capacity VMT vehicle miles traveled vph vehicles per hour 53 TRAFFIC IMPACT ANALYSIS NOVEMBER 2020 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 3 RLSO.docx «11/20/20» 1 TRAFFIC IMPACT ANALYSIS WESTCLIFF PLAZA RESTAURANTS INTRODUCTION The purpose of this Traffic Impact Analysis (TIA) is to identify the potential traffic and circulation effects associated with the proposed Westcliff Plaza Restaurants Project (project) in Newport Beach, California. The proposed project is within the existing Westcliff Plaza shopping center at 1000–1150 Irvine Avenue. The project site is bounded by residential developments to the north, Westcliff Drive to the south, Rutland Road and residential developments to the east, and Irvine Avenue and residential developments to the west. The proposed project aims to construct a new 11,953-square-foot (sf) restaurant pad with three suites. The proposed tenants will consist of fast-food restaurants without drive-through windows. The proposed project will also remodel the parking lot on site. A project location map (with the study area intersections) is presented on Figure 1. Figure 2 illustrates the existing Westcliff Plaza site, including the current vehicle access. Westcliff Plaza has three driveways on Westcliff Drive (one full-access driveway and two right-in/right-out driveways), four driveways on Irvine Avenue (one full-access driveway and three right-in/right-out driveways), and two full-access driveways on Rutland Road. The existing Westcliff Plaza driveways are as follows: x Driveway 1—full-access driveway on Westcliff Drive x Driveway 2—right-in/right-out driveway on Westcliff Drive x Driveway 3—right-in/right-out driveway on Westcliff Drive for Chase Bank (not a part of the proposed project) x Driveway 4—right-in/right-out driveway on Irvine Avenue for Chase Bank (not a part of the proposed project) x Driveway 5—right-in/right-out driveway on Irvine Avenue x Driveway 6—full-access driveway on Irvine Avenue x Driveway 7—right-in/right-out driveway on Irvine Avenue x Driveway 8—full-access driveway on Rutland Road for the east side (rear) of Westcliff Plaza (not a part of the proposed project) x Driveway 9—full-access driveway on Rutland Road for the east side (rear) of Westcliff Plaza (not a part of the proposed project) 54 SOURCE Bing Maps:FEET15007500NFIGURE 1Project Location andStudy Area IntersectionsI:\CNB1702.03\G\Location&Ints.cdr (10/26/2020)Westcliff Plaza Restaurants#- Study Area IntersectionLEGENDPROJECTSITE*Intersections 1 and 2 are not part of the future analysis,based on the 1% traffic volume analysis.1*2*3465987Ϯ55 SOURCE Google Earth:FEET160800FIGURE 2Existing Westcliff PlazaI:\CNB1702.03\G\Existing Westcliff Plaza.cdr (11/9/2020)Westcliff Plaza RestaurantsNIrvine AveIrvine AveWestcliff DrWestcliff DrDriveway 1 (to Remain)Driveway 1 (to Remain)Driveway 6 (to Remain)Driveway 6 (to Remain)Driveway 7 (to Remain)Driveway 7 (to Remain)Driveway 2 (to be Removed)Driveway 2 (to be Removed)Driveway 3 (to Remain)Driveway 3 (to Remain)Driveway 5 (to be Removed)Driveway 5 (to be Removed)Driveway 4 (to Remain)Driveway 4 (to Remain)EXISTINGWESTCLIFFPLAZAEXISTINGWESTCLIFFPLAZARutland RdRutland RdDriveway 8(to Remain)Driveway 8(to Remain)Driveway 9(to Remain)Driveway 9(to Remain)ϯ56 TRAFFICIMPACTANALYSIS NOVEMBER2020 WESTCLIFFPLAZARESTAURANTSPROJECT NEWPORTBEACH,CALIFORNIA P:\CNB1702.03\doc\TIA3.docx«11/20/20»4 Basedonthereconfigurationoftheparkinglot,Driveways2and5willberemoved,whileDriveways 1,6,and7willservetheproposedproject(Driveways3and4willremainforChaseBankonly,and Driveways8and9willremainfortheeastsideofWestcliffPlaza).Figure3illustratestheproposed projectsiteplan.Theproposedprojectwouldbecompletedin2021. ThisTIAaddressestwogeneralissuesassociatedwiththedevelopmentoftheproposedproject: 1. Increasesintrafficvolumesatnearbyprimarystudyareaintersections 2. AdequacyoftheprojectaccesslocationsandonͲsitecirculation ThisreportpresentsatrafficanalysisofnearͲtermtrafficconditionsconsistentwiththeCityof NewportBeach(City)TrafficPhasingOrdinance(TPO)(CityofNewportBeach2007).Thetraffic analysisfortheproposedprojectwillexaminethreescenarios: 1. Existing 2. FutureYear2022PlusAmbientGrowthPlusApprovedProjects 3. FutureYear2022PlusAmbientGrowthPlusApprovedProjectsPlusProject Thefollowinganalysisperiodshavebeenevaluated: 1. Weekdaya.m.peakhour(between7:00a.m.and9:00a.m.) 2. Weekdayp.m.peakhour(between4:30p.m.and6:30p.m.) ANALYSISMETHODOLOGY ThisTIAwaspreparedconsistentwiththerequirementsoftheCity’sTPO(CityofNewportBeach 2007)andtheOrangeCountyTransportationAuthority(OCTA)CongestionManagementProgram (CMP)(OCTA2017a). StudyArea StudyarealocationswereselectedinconsultationwiththeCity.Thefollowingnineintersections wereincludedinthestudyarea,asshownonFigure1: 1. RiversideAvenue/CoastHighway 2. TustinAvenue/CoastHighway 3. IrvineAvenue/DoverDriveͲ19thStreet 4. IrvineAvenue/WestcliffDriveͲ17thStreet 5. DoverDrive/WestcliffDrive 6. DoverDrive/CastawaysLaneͲ16thStreet 7. DoverDriveͲBayshoreDrive/CoastHighway 8. BaysideDrive/CoastHighway 9. JamboreeRoad/CoastHighway 57 SOURCE Stantec:FEET120600NFIGURE 3Site PlanI:\CNB1702.03\G\Site Plan.cdr (11/9/2020)Westcliff Plaza RestaurantsPROJECTSITEPROJECTSITEDriveway 1Driveway 1Driveway 6Driveway 6Driveway 7Driveway 7+450’+450’+450’+450’+450’+450’+450+450+450+450ϱ58 TRAFFIC IMPACT ANALYSIS NOVEMBER 2020 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 3 RLSO.docx «11/20/20» 6 Consistent with the TPO methodology, the study area intersections were evaluated to identify any locations where the proposed project has the potential to increase traffic on any leg of the intersection by 1 percent or more in the Future Year 2022 Plus Project condition. Intersections where the proposed project would not increase traffic on any leg by 1 percent or more 1 year after project completion would not require any further analysis. The 1 percent traffic volume analysis calculations are discussed in a later section of this report. After removing the intersections that do not meet the 1 percent criteria, the following intersections constitute the final study area, as shown on Figure 1: 3.Irvine Avenue/Dover Drive-19th Street 4.Irvine Avenue/Westcliff Drive-17th Street 5.Dover Drive/Westcliff Drive 6.Dover Drive/Castaways Lane-16th Street 7.Dover Drive-Bayshore Drive/Coast Highway 8.Bayside Drive/Coast Highway 9.Jamboree Road/Coast Highway Intersection Level of Service Methodology The intersection capacity utilization (ICU) methodology for signalized intersections compares the volume-to-capacity (v/c) ratios of conflicting turn movements at an intersection, sums up these critical conflicting v/c ratios for each intersection approach, and determines the overall ICU. The ICU calculations assume a lane capacity of 1,600 vehicles per hour (vph) and no clearance interval (or loss time). The resulting ICU is expressed in terms of level of service (LOS), where LOS A represents free-flow activity and LOS F represents overcapacity operation. Traffix (Version 8.0) computer software was used to determine the LOS based on the traffic volume and intersection geometry. In addition to the ICU methodology of calculating signalized intersection LOS, the Highway Capacity Manual (HCM), 6th Edition (Transportation Research Board 2017) methodology is used to determine the LOS of the signalized intersections at California Department of Transportation (Caltrans) facilities (i.e., intersections along Coast Highway). The HCM signalized intersection methodology is based on delay (in seconds per vehicle), as opposed to capacity, as the measure of effectiveness. The relationship between LOS and the ICU value (i.e., the v/c ratio) and delay for signalized intersections is as follows: Level of Service Signalized Intersections Volume-to-Capacity (ICU Methodology) Signalized Intersection Delay (seconds)1 (HCM Methodology) A чϬ͘ϲϬ чϭϬ͘Ϭ B хϬ͘ϲϬĂŶĚчϬ͘ϳϬ хϭϬ͘ϬĂŶĚчϮϬ͘Ϭ C хϬ͘ϳϬĂŶĚчϬ͘ϴϬ хϮϬ͘ϬĂŶĚчϯϱ͘Ϭ D хϬ͘ϴϬĂŶĚчϬ͘ϵϬ хϯϱ͘ϬĂŶĚчϱϱ͘Ϭ E хϬ͘ϵϬĂŶĚчϭ͘ϬϬ хϱϱ͘ϬĂŶĚчϴϬ͘Ϭ F >1.00 >80.0 1 Source: Highway Capacity Manual (Transportation Research Board 2017). 59 TRAFFIC IMPACT ANALYSIS NOVEMBER 2020 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 3 RLSO.docx «11/20/20» 7 Threshold of Significance The City considers LOS D as the lowest limit of satisfactory operations. However, based on the City’s General Plan, LOS E is acceptable at Dover Drive-Bayshore Drive/Coast Highway due to right-of-way limitations (City of Newport Beach 2006a). The improvement to Dover Drive-Bayshore Drive/Coast Highway would require the elimination of sidewalks, which could have an adverse effect on adjacent residential neighborhoods. Therefore, LOS E is the established standard at this intersection. A project LOS impact would occur if the addition of the project-generated traffic causes an acceptable LOS at a study intersection to deteriorate to an unsatisfactory LOS. If an intersection operates at an unsatisfactory LOS in the baseline condition, a project LOS impact would occur if the proposed project-generated traffic increases the ICU by 0.01 or more. Improvement back to preproject conditions is required for any intersection where project traffic causes the intersection to deteriorate from a satisfactory LOS to an unsatisfactory LOS. Caltrans endeavors to maintain a target LOS at the transition between LOS C and LOS D on State highway facilities (e.g., Coast Highway) and to maintain the existing LOS in cases where a facility is operating at less than the target LOS. For this TIA, LOS C is considered the target LOS standard at the Caltrans study intersections. A project LOS impact at a Caltrans intersection would occur if the addition of the project trips causes the peak-hour LOS to deteriorate from an acceptable LOS (LOS A, B, or C) to an unacceptable LOS (LOS D, E, or F), or causes an intersection that is already operating at an unacceptable LOS to deteriorate to a worse LOS. PROPOSED PROJECT Project Description The proposed project includes construction of a new 11,953 sf restaurant pad with three suites. The proposed tenants will consist of fast-food restaurants without drive-through windows. The proposed project will also reconfigure the parking lot on site. As shown on Figure 2, two existing driveways (Driveways 2 and 5) will be removed, while two existing driveways (Driveways 3 and 4) will continue to serve Chase Bank only (not a part of the proposed project). As shown on Figure 3, vehicle access to the proposed project and Westcliff Plaza would be provided via one driveway on Westcliff Drive (full-access Driveway 1) and two driveways on Irvine Avenue (full-access Driveway 6 and right-in/right-out Driveway 7). The proposed project would be completed in 2021. Project Trip Generation, Distribution, and Assignment Daily and peak-hour trips for the proposed project were generated using trip rates from Land Use Code 933 (Fast-Food Restaurant without Drive-Through Window) from the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10th Edition (ITE 2017). The project trip generation summary was reviewed and approved by the City prior to preparation of this TIA. In addition, a pass-by adjustment factor (40 percent reduction) was applied to the p.m. peak-hour trips of the proposed project as directed by the City staff. Table A shows the project trip generation. As shown in Table A, the proposed project is anticipated to generate 4,002 average daily trips (ADT), including 300 trips in the a.m. peak hour (180 inbound and 120 outbound) and 203 trips in the p.m. peak hour (101 inbound and 102 outbound). 60 TRAFFIC IMPACT ANALYSIS NOVEMBER 2020 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 3 RLSO.docx «11/20/20» 8 Table A: Project Trip Generation Land Use Size Unit ADT AM Peak Hour PM Peak Hour In Out Total In Out Total Trip Rates1 Fast-Food Restaurant without Drive- Through Window TSF 346.23 15.06 10.04 25.10 14.17 14.17 28.34 Project Trip Generation Fast-Food Restaurant without Drive- Through Window 11.953 TSF 4,138 180 120 300 169 170 339 Pass-By Trip Reductions2 Fast-Food Restaurant without Drive- Through Window (136) 0 0 0 (68) (68) (136) Net Trip Generation (Project—Pass-By) 4,002 180 120 300 101 102 203 1 Trip rates from the Trip Generation Manual, 10th Edition (ITE 2017). Land Use Code (933)—Fast-Food Restaurant without Drive-Through Window 2 40 percent pass-by trip percentage from the (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region (SANDAG 2002) applied to the PM peak-hour trips only. ADT = average daily trips ITE = Institute of Transportation Engineers SANDAG = San Diego Association of Governments TSF = thousand square feet The net project trips were distributed to the surrounding roadways based on the location of the proposed project in relation to local and regional transportation facilities. The project trip distribution was reviewed and approved by the City staff. The trip distribution percentages were multiplied by the project trip generation to arrive at the project-generated trip assignment at each study area location. The project trip distribution and net project trip assignment are illustrated on Figure 4A. Figure 4B depicts the full project trip assignment at the project access points. EXISTING CONDITIONS Key roadways in the vicinity of the proposed project are as follows: x Irvine Avenue is a two-to-four lane north-south roadway located west of the project site providing a regional connection from Irvine/Costa Mesa to Newport Beach. According to the City’s Master Plan of Streets and Highways, Irvine Avenue is classified as a Primary Road north of 16th Street and as a Secondary Road south of 16th Street (City of Newport Beach 2006b). In the vicinity of the proposed project, the posted speed limit is 40 miles per hour (mph) in the northbound direction and 35 mph in the southbound direction. On-street (Class II) bicycle lanes and sidewalks are provided on both sides of the street in the vicinity of the project site. On- street parking is not permitted. x Dover Drive is a two-to-four lane north-south roadway located east of the project site. According to the City’s Master Plan of Streets and Highways, Dover Drive is classified as a Commuter Roadway north of Westcliff Drive, a Primary Road between Westcliff Drive and Cliff Drive, and a Major Road south of Cliff Drive. The posted speed limit is 35 mph north of Westcliff Drive and 45 mph south of Westcliff Drive. On-street (Class II) bicycle lanes are provided on both sides of the street. On-street parking is not permitted. 61 12 / 1012 / 1018 / 1018 / 109 / 5\R1Riverside Avenue/Coast Highway2Tustin Avenue/Coast Highway3Irvine Avenue/Dover Drive – 19th Street30 / 26ZT6 / 5Z45 / 25SY6 / 5SR 45 / 2524 / 20\4Irvine Avenue/Westcliff Drive – 17th Street5Dover Drive/Westcliff Drive 6Dover Drive/Castaways Lane - 16th StreetZQ[18 / 1018 / 1018 / 1018 / 10S12 / 1012 / 107Dover Drive - Bayshore Drive/Coast Highway8Bayside Drive/Coast Highway9Jamboree Road/Coast HighwayFIGURE 4ALEGENDXXX / YYYAM / PM VolumeN Westcliff Plaza Restaurants Project Trip Distribution and Net Trip Assignment9 / 59 / 530 / 266 / 56 / 512 / 1036 / 209 / 536 / 2018 / 1124 / 2012 / 1012 / 10P:\CNB1702.03\xls\Figures\Fig 4A - Project Trip Distribution and Net Trip Assignment.xlsx (10/26/2020)ϵ62 [45 / 42ZQ0 / -1754 / 51S0 / -201Driveway 1/Westcliff Drive[12 / 17QT36 / 51Y2Irvine Avenue/Driveway 6[6 / 93Irvine Avenue/Driveway 7FIGURE 4BNLEGENDXXX / YYYAM / PM VolumeNegative trips are pass-by trips. Westcliff Plaza Restaurants Full Project Trip Assignment (Project Access)54 / 510 / -200 / -1036 / 5130 / 4227 / 2512 / 727 / 15Driveway 1Driveway 6Driveway 7ProjectSiteP:\CNB1702.03\xls\Figures\Fig 4B - Full Project Trip Assignment (Project Access).xlsx (11/5/2020)ϭϬ63 TRAFFIC IMPACT ANALYSIS NOVEMBER 2020 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 3 RLSO.docx «11/20/20» 11 x Jamboree Road is a north-south divided roadway located east of the project site providing a regional connection from State Route 261 in Tustin to Coast Highway in Newport Beach. Jamboree Road has six lanes in the project vicinity. According to the City’s Master Plan of Streets and Highways, Jamboree Road is classified as a Major Road. In the vicinity of the proposed project, the posted speed limit is 55 mph. On-street (Class II) bicycle lanes and sidewalks are provided on both sides of the road. On-street parking is prohibited. x Westcliff Drive-17th Street is a four-lane east-west roadway south of the project site. According to the City’s Master Plan of Streets and Highways, Westcliff Drive is classified as a Primary Road. In the vicinity of the proposed project, the posted speed limit is 35 mph. Sidewalks are provided on both sides of the street. On-street parking is prohibited. x 16th Street is a two-lane east-west undivided roadway south of the project site. According to the City’s Master Plan of Streets and Highways, 16th Street is classified as a Secondary Road between Irvine Avenue and Dover Drive. The posted speed limit is 35 mph east of Irvine Avenue and 25 mph west of Irvine Avenue. On-street (Class II) bicycle lanes are provided on both sides of the street east of Irvine Avenue. Sidewalks are provided on both sides of the street. On-street parking is permitted on both sides of the street. x Coast Highway runs along the California coast and all the way through Newport Beach. Coast Highway is a four-to-eight lane east-west roadway south of the project site. Coast Highway is a seven-to-eight lane divided roadway east of Dover Drive and a four-to-six lane roadway with a two-way left-turn lane west of Dover Drive. According to the City’s Master Plan of Streets and Highways, Coast Highway is classified as an Eight Lane Road east of Dover Drive and as a Major Road west of Dover Drive. The posted speed limit is 40 mph west of Balboa Bay Way, 45 mph between Balboa Bay Way and Dover Drive, and 50 mph east of Dover Drive. On-street (Class II) bicycle lanes are provided on both sides of the street east of Dover Drive, and a bicycle route (Class III) shared with vehicles is provided on both sides of the street west of Dover Drive. Sidewalks are provided on both sides of the street. On-street parking is permitted on select locations. Existing Baseline Intersection Level of Service Figure 5 shows the existing intersection geometrics and traffic control devices at the nine initial study area intersections. The City provided existing peak-hour traffic volumes, all collected prior to the COVID-19 pandemic. Transportation Studies, Inc., collected peak-hour traffic volumes for six study intersections in February 2020 and for three study intersections in January 2019. The 2019 volumes on Irvine Avenue, Coast Highway, and Jamboree Road north of Coast Highway were increased by 1 percent to reflect current 2020 conditions. It should be noted that the Westcliff Plaza was fully occupied at the time the existing traffic counts were conducted. The existing baseline peak-hour traffic volumes at the study area intersections are provided in Appendix A. The results of the existing peak-hour LOS analysis for the study area intersections are illustrated on Figure 6 and summarized in Table B. As shown in this table, all study area intersections currently operate at a satisfactory LOS. The existing baseline ICU worksheets are provided in Appendix B. 64 1Riverside Avenue/Coast Highway2Tustin Avenue/Coast Highway3Irvine Avenue/Dover Drive – 19th Street4Irvine Avenue/Westcliff Drive – 17th Street5Dover Drive/Westcliff Drive6Dover Drive/Castaways Lane - 16th Street7Dover Drive - Bayshore Drive/Coast Highway8Bayside Drive/Coast Highway9Jamboree Road/Coast HighwayN/S split phaseN/S split phaseFIGURE 5Legend Westcliff Plaza RestaurantsSignalDefacto Right-turn Existing Intersection GeometricsFree Right TurnNRTORight-turn Overlap FFFFDDDDDDDDDP:\CNB1702.03\xls\Figures\Fig 5 - Existing Intersections Geometrics.xlsx 11/5/2020ϭϮ65 [59 / 38[231 / 2921214 / 2419[51 / 51102 / 256ZQT10 / 29ZQ1202 / 2304ZQT11 / 26211 / 243SRY41 / 82SRY72 / 45SRY2156 / 14842087 / 1531162 / 1127 / 15\1 / 0\43 / 55\1Riverside Avenue/Coast Highway2Tustin Avenue/Coast Highway3Irvine Avenue/Dover Drive – 19th Street[52 / 92[58 / 43315 / 74523 / 13ZQT30 / 74Z ZQT42 / 25250 / 278SRY51 / 113SR28 / 15SRY580 / 528665 / 500\24 / 20133 / 135\233 / 169\4Irvine Avenue/Westcliff Drive – 17th Street5Dover Drive/Westcliff Drive 6Dover Drive/Castaways Lane - 16th Street[724 / 1434[20 / 27[120 / 2131167 / 21011492 / 3036859 / 1837ZQT27 / 37ZQT62 / 74ZQT64 / 121124 / 138SRY32 / 56SRY1024 / 672SRY1963 / 13312665 / 17801272 / 102133 / 14\466 / 408\12 / 14\7Dover Drive - Bayshore Drive/Coast Highway8Bayside Drive/Coast Highway9Jamboree Road/Coast HighwayFIGURE 6LEGENDXXX / YYYAM / PM VolumeN Westcliff Plaza Restaurants Existing Peak-Hour Volumes239 / 270602 / 425458 / 565234 / 202169 / 40312 / 242 / 00 / 150 / 59872 / 72619 / 39314 / 63778 / 79706 / 1226622 / 34768 / 2627 / 24468 / 636120 / 1831160 / 804842 / 1347142 / 16236 / 3731 / 731 / 2261 / 4752 / 1076 / 820 / 116 / 4813 / 127 / 1554 / 57375 / 48211 / 1942 / 456 / 1529 / 3437 / 471170 / 88223 / 31335 / 226124 / 12739 / 5024 / 2355 / 4443 / 4675 / 73686 / 1321259 / 485175 / 174P:\CNB1702.03\xls\Figures\Fig 6 - Existing Peak-Hour Volumes.xlsx (11/5/2020)ϭϯ66 ICU LOS ICU LOS 1 RiversideAvenue/CoastHighway 0.74 C 0.81 D 2 TustinAvenue/CoastHighway 0.69 B 0.60 A 3IrvineAvenue/DoverDrive–19thStreet 0.55 A 0.67 B 4IrvineAvenue/WestcliffDrive–17thStreet 0.50 A 0.69 B 5DoverDrive/WestcliffDrive 0.50 A 0.45 A 6DoverDrive/CastawaysLaneͲ16thStreet 0.61 B 0.54 A 7DoverDriveͲBayshoreDrive/CoastHighway 0.71 C 0.69 B 8BaysideDrive/CoastHighway 0.71 C 0.66 B 9 JamboreeRoad/CoastHighway 0.59 A 0.63 B ICU=IntersectionCapacityUtilization LOS=levelofservice Intersection AMPeakHour PMPeakHour TableB:ExistingIntersectionLevelofServiceSummary Existing P:\CNB1702.03\xls\IntersectionsLOS.xlsx\Ex(11/9/2020)ϭϰ 67 TRAFFIC IMPACT ANALYSIS NOVEMBER 2020 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 3 RLSO.docx «11/20/20» 15 Active Transportation Transit Facilities Transit facilities are accessible to and from the project site. In the project vicinity, OCTA bus stops are currently provided at the northwest, southwest, and southeast corners of Irvine Avenue/ Westcliff Drive. OCTA Route 55 provides transportation between Newport Beach and Santa Ana. The OCTA bus map and bus stop locations are provided in Appendix C. Bicycle Circulation Class II bicycle lanes are provided in the vicinity of the project site on Irvine Avenue, Dover Drive, 16th Street east of Irvine Avenue, and Coast Highway east of Bayside Drive. Bicycle travel is possible between the project site and residences and other uses in the vicinity of the project site. Pedestrian Circulation Sidewalks currently exist in the project vicinity on both sides of Irvine Avenue and Westcliff Drive. The pedestrian and bicycle facilities provide opportunities for the public to use alternative modes of transportation and connections to a variety of commercial, residential, and employment destinations. Land uses in close proximity to the project site include other commercial uses and residences, all of which are accessible by nonautomotive means. FUTURE YEAR 2022 CONDITIONS The City requires that the proposed project be analyzed 1 year after the project opening year. The proposed project is anticipated to open in 2021; therefore, an analysis year of 2022 was used in the future year analysis. Future Year 2022 Baseline Intersection Level of Service The Future Year 2022 condition was developed by applying a growth rate to the existing traffic volumes and adding trips from approved projects in the vicinity. A 1 percent-per-year growth rate was added to all traffic volumes on Irvine Avenue, Coast Highway, and Jamboree Road north of Coast Highway, consistent with the City’s Regional Traffic Annual Growth Rate table (provided in Appendix D). Approved Projects The City provided the trip assignment for 18 approved projects at each study intersection. Figure 7 illustrates the approved projects locations. Detailed trip assignment for the approved projects is provided in Appendix E. 68 FEET 470023500 N FIGURE 7 I:\CNB1702.03\G\Cumulative Projects.cdr (11/9/2020) SOURCE Google Maps:Approved Project Locations LEGEND - Approved Project -Project Site XX Westcliff Plaza Restaurants 1 2 3 4 5 6 7 8 9 10 12 13 14 15 16 17 18 11 ϭϲ 69 TRAFFICIMPACTANALYSIS NOVEMBER2020 WESTCLIFFPLAZARESTAURANTSPROJECT NEWPORTBEACH,CALIFORNIA P:\CNB1702.03\doc\TIA3.docx«11/20/20»17 Theapprovedprojectsincludethefollowing: 1. FashionIslandExpansion 2. TempleBatYahmExpansion 3. HoagHospitalPhaseIII 4. St.MarkPresbyterianChurch 5. 2300NewportBoulevard(VUE) 6. HoagHealthCenter 7. NorthNewportCenter 8. 328OldNewportMedicalOfficeGeneralPlan Amendment 9. Mariner’sPointe 10. UptownNewportPhases1 11. UptownNewportPhases2 12. BackBayLanding 13. BirchNewportExecutiveCenter 14. EbbTideResidential 15. ENCPreschool 16. BalboaMarinaWest 17. NewportCrossings 18. MuseumHouse—VivanteSeniorCenter TheambientgrowthvolumesonIrvineAvenue,CoastHighway,andJamboreeRoadnorthofCoast Highway,aswellastheapprovedprojecttripsatthestudyintersections,wereaddedtotheexisting peakͲhourvolumestodeveloptheFutureYear2022baselinepeakͲhourtrafficvolumes.Figure8 showstheresultingFutureYear2022baselinepeakͲhourtrafficvolumes. 1PercentTrafficVolumeAnalysis A1percenttrafficvolumeanalysiswaspreparedtoidentifyanystudyareaintersectionwhere trafficfromtheproposedprojectwouldincreasetrafficonanylegby1percentormore.TheFuture Year2022conditionwasusedasthebaselineforthe1percentvolumeanalysis.TableCprovidesa summaryofthe1percentvolumeanalysis.AsshowninTableC,thefollowingsevenintersections wereidentifiedashavingaprojectcontributionof1percentormoreintheFutureYear2022 conditionandconstitutethefinalstudyarea. 3. IrvineAvenue/DoverDriveͲ19thStreet 4. IrvineAvenue/WestcliffDriveͲ17thStreet 5. DoverDrive/WestcliffDrive 6. DoverDrive/CastawaysLaneͲ16thStreet 7. DoverDriveͲBayshoreDrive/CoastHighway 8. BaysideDrive/CoastHighway 9. JamboreeRoad/CoastHighway Theresultsofthefutureyear2022peakͲhourLOSanalysisforthefinalstudyareaintersectionsare summarizedinTableD.Asshowninthistable,allstudyareaintersectionsareforecasttooperateat asatisfactoryLOS. FutureYear2022PlusProjectIntersectionLevelofService TodeterminetheFutureYear2022PlusProjectcondition,trafficgeneratedbytheproposedproject wasaddedtoFutureYear2022trafficvolumesatthefinalstudyarealocations.Figure9showsthe resultingFutureYear2022PlusProjectpeakͲhourtrafficvolumes.TableDsummarizestheresultsof theFutureYear2022PlusProjectpeakͲhourLOSanalysisforthestudyareaintersections. 70 [60 / 40[236 / 3011312 / 2567[52 / 52102 / 256ZQT10 / 30ZQ1300 / 2451ZQT11 / 26215 / 248SRY42 / 84SRY72 / 45SRY2272 / 16142202 / 1662162 / 1127 / 15\1 / 0\43 / 55\1Riverside Avenue/Coast Highway2Tustin Avenue/Coast Highway3Irvine Avenue/Dover Drive – 19th Street[55 / 98[58 / 43323 / 75923 / 13ZQT30 / 74Z ZQT42 / 25251 / 280SRY51 / 113SR35 / 23SRY590 / 544680 / 520\24 / 20134 / 136\240 / 178\4Irvine Avenue/Westcliff Drive – 17th Street5Dover Drive/Westcliff Drive 6Dover Drive/Castaways Lane - 16th Street[765 / 1513[36 / 59[122 / 2171252 / 22321582 / 3169906 / 1940ZQT28 / 38ZQT66 / 86ZQT65 / 125138 / 157SRY72 / 112SRY1065 / 725SRY2060 / 14402768 / 18751337 / 107434 / 14\475 / 417\12 / 14\7Dover Drive - Bayshore Drive/Coast Highway8Bayside Drive/Coast Highway9Jamboree Road/Coast HighwayFIGURE 8LEGENDXXX / YYYAM / PM VolumeN Westcliff Plaza Restaurants Future Year 2022 Peak-Hour Volumes75 / 75742 / 1381264 / 497179 / 17723 / 31335 / 226136 / 13939 / 5024 / 2355 / 4443 / 46376 / 48717 / 2542 / 4510 / 2347 / 6161 / 991207 / 926867 / 1383151 / 17336 / 3732 / 741 / 2261 / 4752 / 1077 / 830 / 116 / 4813 / 127 / 1554 / 5712 / 242 / 00 / 151 / 60893 / 74819 / 40323 / 65678 / 79715 / 1251631 / 36068 / 2627 / 24475 / 650136 / 2001183 / 836245 / 277615 / 436470 / 579244 / 212173 / 412P:\CNB1702.03\xls\Figures\Fig 8 - Future Year Volumes.xlsx (11/5/2020)ϭϴ71 1 PercentPeakPercentPercentPercentPercent TestHour Project Base Increase Project Base Increase Project Base Increase Project Base Increase Satisfied?AM 0 21 0.00% 0 340 0.00% 18 2,494 0.72% 12 1,382 0.87%1 Riverside Avenue/Coast HighwayPM 029 0.00% 0 568 0.00% 10 1,877 0.53% 10 2,612 0.38% NoAM 0 2 0.00% 0 52 0.00% 18 2,245 0.80% 12 1,352 0.89%2 Tustin Avenue/Coast HighwayPM 0 1 0.00% 0 86 0.00% 10 1,746 0.57% 10 2,503 0.40% NoAM 18 956 1.88% 18 1,050 1.71% 9 277 3.25% 0 349 0.00%3 Irvine Avenue/19th Street-Dover AvenuePM 15 832 1.80% 11 1,630 0.67% 5 212 2.36% 0 583 0.00% YesAM 18 879 2.05% 36 887 4.06% 90 975 9.23% 36 408 8.82%4 Irvine Avenue/17th Street-Westcliff Drive PM 10 753 1.33% 31 1,203 2.58% 50 960 5.21% 31 931 3.33% YesAM 36 798 4.51% 9 709 1.27% 30 731 4.10% 0 0 0.00%5 Dover Drive/Westcliff DrivePM 20 1,306 1.53% 5 439 1.14% 25 633 3.95% 0 0 0.00% YesAM 36 878 4.10% 24 1,305 1.84% 0 299 0.00% 0 123 0.00%6 Dover Drive/16th Street-Castaways Lane PM 20 1,475 1.36% 20 919 2.18% 0 221 0.00% 0 81 0.00% YesAM 0 122 0.00% 24 1,382 1.74% 18 2,232 0.81% 18 2,045 0.88%7 Dover Drive - Bayshore Drive/Coast Highway PM 0 113 0.00% 20 1,115 1.79% 10 1,611 0.62% 10 3,783 0.26% YesAM 0 435 0.00% 0 118 0.00% 12 3,315 0.36% 18 1,684 1.07%8 Bayside Drive/Coast HighwayPM 0 557 0.00% 0 183 0.00% 10 2,404 0.42% 10 3,314 0.30% YesAM 0 433 0.00% 0 1,185 0.00% 12 2,414 0.50% 18 1,093 1.65%9 Jamboree Road/Coast HighwayPM 0 332 0.00%0 2,055 0.00% 10 1,813 0.55% 10 2,282 0.44% Yes = project contribution of 1 percent or moreTable C: City of Newport Beach 1 Percent Volume Analysis SummaryPrimary IntersectionNorthboundSouthboundEastboundWestboundApproach VolumesP:\CNB1702.03\xls\Table C - 1 percent summary.xlsx\All (11/19/2020)ϭϵ72 ICU LOS ICU LOS ICU LOS ICU LOS AM PM AM PM3 Irvine Avenue/Dover Drive – 19th Street 0.57 A 0.69 B 0.57 A 0.69 B 0.00 0.00 No No4 Irvine Avenue/Westcliff Drive – 17th Street 0.51 A 0.70 B 0.53 A 0.73 C 0.02 0.03 No No5 Dover Drive/Westcliff Drive 0.51 A 0.47 A 0.52 A 0.47 A 0.01 0.00 No No6 Dover Drive/Castaways Lane - 16th Street 0.63 B 0.55 A 0.64 B 0.56 A 0.01 0.01 No No7 Dover Drive - Bayshore Drive/Coast Highway 0.74 C 0.74 C 0.74 C 0.74 C 0.00 0.00 No No8 Bayside Drive/Coast Highway 0.75 C 0.75 C 0.75 C 0.75 C 0.00 0.00 No No9 Jamboree Road/Coast Highway 0.60 A 0.66 B 0.61 B 0.66 B 0.01 0.00 No No∆ = change inICU = Intersection Capacity UtilizationLOS = level of serviceTable D: Future Year 2022 Intersection Level of Service SummaryFuture Year 2022Future Year 2022 Plus ProjectAM Peak HourPM Peak HourAM Peak HourPM Peak HourIntersectionPeak-Hour∆ in ICUProject LOSImpact?P:\CNB1702.03\xls\Intersections LOS.xlsx\Future+Proj (11/18/2020)ϮϬ73 [60 / 40[236 / 3011324 / 2577[52 / 52102 / 256ZQT10 / 30ZQ1312 / 2461ZQT11 / 26215 / 248SRY42 / 84SRY72 / 45SRY2290 / 16242220 / 1672162 / 1127 / 15\1 / 0\52 / 60\1Riverside Avenue/Coast Highway2Tustin Avenue/Coast Highway3Irvine Avenue/Dover Drive – 19th Street[55 / 98[58 / 43353 / 78523 / 13ZQT36 / 79Z ZQT42 / 25296 / 305SRY57 / 118SR35 / 23SRY635 / 569704 / 540\24 / 20134 / 136\240 / 178\4Irvine Avenue/Westcliff Drive – 17th Street5Dover Drive/Westcliff Drive 6Dover Drive/Castaways Lane - 16th Street[783 / 1523[36 / 59[122 / 2171252 / 22321600 / 3179924 / 1950ZQT28 / 38ZQT66 / 86ZQT65 / 125156 / 167SRY72 / 112SRY1065 / 725SRY2060 / 14402780 / 18851349 / 108434 / 14\475 / 417\12 / 14\7Dover Drive - Bayshore Drive/Coast Highway8Bayside Drive/Coast Highway9Jamboree Road/Coast HighwayFIGURE 9LEGENDXXX / YYYAM / PM VolumeN Westcliff Plaza Restaurants Future Year 2022 Plus Project Peak-Hour Volumes245 / 277624 / 441476 / 584244 / 212203 / 43812 / 242 / 00 / 157 / 65905 / 75828 / 45359 / 67687 / 84751 / 1271631 / 36068 / 2627 / 24475 / 650136 / 2001207 / 856885 / 1394151 / 17336 / 3732 / 741 / 2261 / 4752 / 1077 / 830 / 116 / 4813 / 127 / 1554 / 57376 / 48717 / 2542 / 4510 / 2347 / 6161 / 991219 / 93623 / 31335 / 226148 / 14939 / 5024 / 2355 / 4443 / 4675 / 75742 / 1381264 / 497179 / 177P:\CNB1702.03\xls\Figures\Fig 9 - Future Year plus Project Volumes .xlsx (11/5/2020)Ϯϭ74 TRAFFICIMPACTANALYSIS NOVEMBER2020 WESTCLIFFPLAZARESTAURANTSPROJECT NEWPORTBEACH,CALIFORNIA P:\CNB1702.03\doc\TIA3.docx«11/20/20»22 AsshowninTableD,withtheadditionoftheproposedproject,allofthestudyintersectionsare forecasttooperateatasatisfactoryLOS.Therefore,theproposedprojectcanbeimplementedwith nopeakͲhourLOSimpactsatthestudyareaintersectionsintheFutureYear2022condition. ANALYSISOFSTATEHIGHWAYFACILITIES IntersectionsonStatehighwayfacilities(e.g.,CoastHighway)wereanalyzedusingtheHCM6th Editionmethodology.TablesEandFsummarizetheresultsoftheexistingpeakͲhourLOSanalysis andthefutureyear2022peakͲhourLOSanalysis(withandwithouttheproject)forthestudyarea intersectionsalongCoastHighway,respectively. AsshowninTableE,thefollowingtwostudyareaintersectionsalongCoastHighwaycurrently operateatunsatisfactoryLOS: 1. RiversideAvenue/CoastHighway(LOSDinthep.m.peakhour) 7. DoverDriveͲBayshoreDrive/CoastHighway(LOSDduringbothpeakhours) AsshowninTableF,thefollowingthreestudyareaintersectionsalongCoastHighwayareforecast tooperateatunsatisfactoryLOSduringtheFutureYear2022condition: 1. RiversideAvenue/CoastHighway(LOSDinthep.m.peakhour) 7. DoverDriveͲBayshoreDrive/CoastHighway(LOSEduringbothpeakhours) 8. BaysideDrive/CoastHighway(LOSDinthep.m.peakhour) WiththeadditionoftheproposedprojectintheFutureYear2022condition,thepreviouslystated studyareaintersectionsalongCoastHighwayareforecasttooperateatunsatisfactoryLOS. However,theadditionofprojecttripswouldnotcausetheLOStoworsenattheseintersections. Therefore,theproposedprojectcanbeimplementedwithnopeakͲhourLOSimpactsatthestudy areaintersectionsalongCoastHighwayintheFutureYear2022condition. ACCESSANDONͲSITECIRCULATION Aspreviouslydescribed,theexistingWestcliffPlazahasthreedrivewaysonWestcliffDrive(onefullͲ accessdrivewayandtworightͲin/rightͲoutdriveways),fourdrivewaysonIrvineAvenue(onefullͲ accessdrivewayandthreerightͲin/rightͲoutdriveways),andtwofullͲaccessdrivewaysonRutland Road.Basedonthereconfigurationoftheparkinglot,Driveways2and5willberemoved,Driveways 3and4willremainforChaseBankonly,andDriveways8and9willremainfortheeastside(rear)of WestcliffPlazaonly.Driveways1,6,and7willservetheproposedproject(Driveways3,4,8,and9 arenotapartoftheproposedproject).Aspartoftheproposedproject,theinboundandoutbound tripsatDriveways2and5willberedistributedtotheadjacentDriveways1and6,respectively.The redistributionofvehicletripsfromthesedrivewayswillonlyaffectonͲsiteaccessandwillnotaffect thestudyareaintersections.TheredistributionofdrivewaytripsisprovidedinAppendixA. 75 Delay LOS Delay LOS 1 RiversideAvenue/CoastHighway 27.0 C 45.9 D 2 TustinAvenue/CoastHighway 17.0 B 23.1 C 7DoverDriveͲBayshoreDrive/CoastHighway 50.6 D 49.9 D 8BaysideDrive/CoastHighway 23.9 C 26.2 C Delayisreportedinseconds. HCM=HighwayCapacityManual LOS=levelofservice Intersection TableE:ExistingIntersectionLevelofServiceSummary(HCM) Existing AMPeakHour PMPeakHour P:\CNB1702.03\xls\IntersectionsLOS.xlsx\ExHCM(11/19/2020)Ϯϯ76 Delay LOS Delay LOS Delay LOS Delay LOS AM PM AM PM1Riverside Avenue/Coast Highway28.6 C 38.9 D 29.5 C 39.5 D 0.9 0.6 No No2Tustin Avenue/Coast Highway20.9 C 21.4 C 21.7 C 21.7 C 0.8 0.3 No No7Dover Drive - Bayshore Drive/Coast Highway 56.6 E 57.6 E 57.5 E 59.4 E 0.9 1.8 No No8Bayside Drive/Coast Highway28.9 C 37.8 D 29.1 C 38.0 D 0.2 0.2 No NoDelay is reported in seconds.HCM = Highway Capacity ManualLOS = level of serviceTable F: Future Year 2022 Intersection Level of Service Summary (HCM)Future Year 2022Future Year 2022 Plus ProjectPeak-HourProject LOSImpact?IntersectionAM Peak HourPM Peak HourAM Peak HourPM Peak Hour∆ in DelayP:\CNB1702.03\xls\Intersections LOS.xlsx\Future+Proj HCM (11/19/2020)Ϯϰ77 TRAFFICIMPACTANALYSIS NOVEMBER2020 WESTCLIFFPLAZARESTAURANTSPROJECT NEWPORTBEACH,CALIFORNIA P:\CNB1702.03\doc\TIA3.docx«11/20/20»25 QueuingAnalysis AqueuinganalysiswasperformedattheprojectfullͲaccesslocationstoensurethatwiththe additionoftheproposedproject,therewouldbeadequateinboundleftͲturnstorageonWestcliff Drive(eastboundleftatDriveway1)andIrvineAvenue(southboundleftatDriveway6).This analysiswasconductedforExistingandExistingPlusProjectconditionsonly,astheinbound volumesatthesedrivewayswouldnotchangeunderFutureYear2022conditions.TableGprovides asummaryofinboundleftͲturnstorageandqueuingatthefullͲaccessDriveways1and6. TableG:ProjectAccessQueuingandStorageLengths ProjectDrivewayTurn Lane Storage Length (ft) ExistingExistingPlusProject AMPMAMPM VolumeQueue1VolumeQueue1VolumeQueue1VolumeQueue1 1Driveway1/ WestcliffDrive EBL70715108181251315930 2Driveway6/ IrvineAvenue SBL80375671064109215 1Queueisreportedinft.Onevehicleisapproximately25ft. EBL=eastboundleft ft=foot/feet SBL=southboundleft AsshownonTableG,theexistingeastboundleftͲturnlanestoragelengthatDriveway1/Westcliff Driveis70feet(ft),andtheexistingsouthboundleftͲturnstoragelengthatDriveway6/Irvine Avenueis80ft.Thevehiclequeuesdonotexceedthestoragelengthsattheselocations,andthe proposedprojectwouldcontributelessthan1vehicle(25ft)toeachofthesequeues.Assuch,the existingturnpocketsonWestcliffDrive(eastboundleftatDriveway1)andIrvineAvenue (southboundleftatDriveway6)wouldbeadequatetoaccommodatetheadditionalprojecttrips. AppendixFprovidesHCMworksheets. SightDistanceAnalysis AsightdistanceanalysiswasconductedalongIrvineAvenueandWestcliffDriveatthelocationof theprojectdrivewaystoensuredrivervisibilityandsafety.AccordingtotheCity’sMasterPlanof StreetsandHighways,IrvineAvenueandWestcliffDriveareclassifiedasPrimaryRoads.Basedon theCity’sStandardDrawingsSeriesSTDͲ110ͲL,thesightdistanceforaprimaryroadwayis450ft. AsshownonFigure3(SitePlan),thesightdistanceattheprojectdrivewaysalongIrvineAvenue exceeds450ftlookingnorthandsouth,andthesightdistanceattheprojectdrivewayalong WestcliffDriveexceeds450ftlookingeastandwest.Althoughthereareexistingplanterswithinthe raisedmedianalongIrvineAvenue,theydonotobstructthelineofsightattheprojectfullͲaccess drivewayalongIrvineAvenue.Therefore,theprojectdrivewaysmeettheminimumsightdistance requirements(450ft)specifiedintheCity’sstandardSTDͲ110ͲL. 78 TRAFFICIMPACTANALYSIS NOVEMBER2020 WESTCLIFFPLAZARESTAURANTSPROJECT NEWPORTBEACH,CALIFORNIA P:\CNB1702.03\doc\TIA3.docx«11/20/20»26 CONGESTIONMANAGEMENTPROGRAMCONSISTENCYREQUIREMENTS Figure10illustratestheCountyofOrange(County)CMPHighwaySystem.Asshownonthisfigure, theCMPHighwaySystemincludesoneroadwayarterialintheprojectarea:CoastHighway.The CMPHighwaySystemdoesnotincludeanyintersectionswithinthestudyarea. BasedontheCMPrequirements,aTIAisrequiredforCMPpurposesifaprojectwouldgenerate 2,400ormoreADT.ForprojectsthatwoulddirectlyaccessaCMPHighwaySystemroadway,a reducedthresholdof1,600ADTisapplied.Theproposedprojectisforecasttogenerate4,002ADT. Assuch,aCMPͲlevelanalysisisrequired. BasedontheCMPrequirements,thestudyareaoftheproposedprojectshouldextendfarenough tocoveranyCMProadwaysegmentonwhichtheprojectADTwouldadd3percentormoreofthe CMProadwaysegment’sLOSEcapacity.AccordingtotheGuidanceforAdministrationoftheOrange CountyMasterPlanofArterialHighways,theLOSEcapacityforafourͲtoͲeightͲlanemajorroadway (i.e.,CoastHighway)rangesfrom37,500to75,000vehiclesperday(OCTA2017b). Basedontheprojecttripdistributionandassignment,itisforecastthat10percentoftheproject tripswouldbeonCoastHighway.Figure11demonstratestheprojectforecastof400ADT(10 percentof4,002ADT)onCoastHighwayandtheroadwaycapacityatLOSE.Theproposedproject’s ADTislessthanthe3percentthresholdonCoastHighwayatthestudyareaboundariesbasedon thedistributionofprojecttripsthroughoutthestudyarea. Thestudyareafortheproposedprojectissufficientlysizedtocoverallroadwaysegments,adding the3percentthresholdoftheproposedproject’sADTtotheCMProadwaysegment’sLOSE capacity.Assuch,thetrafficanalysissatisfiestheCMPrequirements.Furthermore,theproposed projectdoesnotincludeanyCMPintersectionsinthestudyarea.Therefore,thisTIAcomplieswith theCMPrequirements. VEHICLEMILESTRAVELED InaccordancewiththeSenateBill743vehiclemilestraveled(VMT)methodologyfortheCity,localͲ servingretailspacelessthan50,000sfispresumedtohavealessthansignificanttransportation impact.Therefore,theproposedprojectwouldmeettheCity’srequirementsregardingVMT,and theproposedprojectwouldnotcreateasignificantCEQAtransportationimpact. CONCLUSIONS BasedontheresultsofthisTIA,theproposedprojectcouldbeimplementedwithoutadversely affectingthestudyarea.TheevaluationofthestudyareaintersectionLOSshowsthattheaddition ofprojecttrafficwouldnotcreateLOSimpacts.Basedonthesiteplanlayout,adequateaccessand onͲsitecirculationwouldbeprovided. LocalͲservingretailspacelessthan50,000sfisscreenedoutfromaVMTanalysisandispresumedto havealessthansignificanttransportationimpact.Therefore,theproposedprojectmeetstheCity’s VMTrequirements,andtheproposedprojectwouldnotresultinasignificantCEQAtransportation impact. 79 SOURCE OCTA: MILES 52.50 N FIGURE 10 County of Orange CMP Highway System I:\CNB1702.03\G\CMP Highway System.cdr (11/9/2020) Westcliff Plaza Restaurants Ϯϳ 80 SOURCE Bing Maps:FEET15007500NFIGURE 11I:\CNB1702.03\G\CMP Determination.cdr (11/9/2020)Westcliff Plaza Restaurants#- Study Area IntersectionPROJECTSITECMP Study Area DeterminationXX/YYYZZ%- Project ADT/LOS E Capacity- Project Percentage of LOS E Capacity-Project SiteLEGEND123465987400/46,9000.9%400/37,5001.1%400/65,6000.6%400/75,0000.5%Ϯϴ81 TRAFFICIMPACTANALYSIS NOVEMBER2020 WESTCLIFFPLAZARESTAURANTSPROJECT NEWPORTBEACH,CALIFORNIA P:\CNB1702.03\doc\TIA3.docx«11/20/20»29 REFERENCES CaliforniaDepartmentofTransportation(Caltrans).2020.CaliforniaManualonUniformTraffic ControlDevices.Website:https://dot.ca.gov/programs/safetyͲprograms/camutcd/camutcdͲ rev5(accessedOctober26,2020). CityofNewportBeach(City).2006a.NewportBeachGeneralPlan.AdoptedJuly25,2006. ______.2006b.GeneralPlanCirculationElement.FigureCE1.Website:https://www.newportbeach ca.gov/PLN/General_Plan/Figures/FigCE1_MasterPlanofStreetsandHighways_11x17color_ web.pdf(accessedOctober26,2020). ______.2007.MunicipalCodeSection15.40TrafficPhasingOrdinance.September22,2020. Website:https://www.codepublishing.com/CA/NewportBeach/html/NewportBeach15/ NewportBeach1540.html(accessedSeptember2020). InstituteofTransportationEngineers(ITE).2017.TripGenerationManual.10thedition. OrangeCountyTransportationAuthority(OCTA).2017a.CongestionManagementProgram. ______.2017b.GuidanceforAdministrationoftheOrangeCountyMasterPlanofArterialHighways. SanDiegoAssociationofGovernments(SANDAG).2002.(NotSo)BriefGuideofVehicularTraffic GenerationRatesfortheSanDiegoRegion.April. TransportationResearchBoard(TRB).2017.HighwayCapacityManual. 82 TRAFFIC IMPACT ANALYSIS NOVEMBER 2020 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 3 RLSO.docx «11/20/20» APPENDIX A EXISTING TRAFFIC VOLUMES 83 File Name : H2002009 Site Code : 00000000 Start Date : 2/13/2020 Page No : 1 City: NEWPORT BEACH N-S Direction: RIVERSIDE AVE E-W Direction: COAST HIGHWAY Groups Printed- Turning Movements RIVERSIDE AVE Southbound COAST HIGHWAY Westbound DRIVEWAY Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U Turns Right Thru Left U Turns Right Thru Left U Turns Right Thru Left U Turns Int. Total 07:00 34 1 6 0 11 141 2 0 00000 425 43 0 663 07:15 55 0 13 0 8 180 0 1 10000 470 68 0 796 07:30 51 0 15 0 15 268 1 0 10001 481 69 0 902 07:45 99 0 22 0 17 257 3 1 20001 474 75 0 951 Total 239 1 56 0 51 846 6 2 4 0 0 0 2 1850 255 0 3312 08:00 103 0 25 0 16 315 1 0 20200 531 64 0 1059 08:15 51 0 23 0 10 270 3 0 30103 496 38 0 89808:30 56 1 15 0 14 290 1 1 10601 555 52 0 993 08:45 51 1 13 0 19 339 0 4 11403 574 57 0 1067 Total 261 2 76 0 59 1214 5 5 7 1 13 0 7 2156 211 0 4017 16:30 99 2 20 0 14 559 3 4 32603 365 50 0 1130 16:45 110 2 16 0 9 611 4 6 31403 366 72 1 1208 Total 209 4 36 0 23 1170 7 10 6 3 10 0 6 731 122 1 2338 17:00 110 5 20 0 10 621 1 4 20204 369 55 1 1204 17:15 137 1 22 0 9 590 3 6 40402 353 63 0 1194 17:30 118 2 24 0 10 597 4 1 61206 396 50 1 1218 17:45 127 3 18 0 11 587 5 8 31304 324 56 0 1150 Total 492 11 84 0 40 2395 13 19 15 2 11 0 16 1442 224 2 4766 18:00 74 2 18 0 7 637 7 8 407012 315 34 1 1126 18:15 80 3 13 0 8 541 7 2 32205 274 37 2 979 Grand Total 1355 23 283 0 188 6803 45 46 39 8 43 0 48 6768 883 6 16538 Apprch %81.6 1.4 17 0 2.7 96.1 0.6 0.6 43.3 8.9 47.8 0 0.6 87.8 11.5 0.1Total %8.2 0.1 1.7 0 1.1 41.1 0.3 0.3 0.2 0 0.3 0 0.3 40.9 5.3 0 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 84 File Name : H2002009 Site Code : 00000000 Start Date : 2/13/2020 Page No : 2 City: NEWPORT BEACH N-S Direction: RIVERSIDE AVE E-W Direction: COAST HIGHWAY RIVERSIDE AVE Southbound COAST HIGHWAY Westbound DRIVEWAY Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 08:00 103 25 128 16 315 1 0 332 2020 40531 64 08:15 51 0 23 0 74 10 270 3 0 283 3 010 43 496 38 0 537 898 08:30 56 1 15 0 72 14 290 1 1 306 106 0 7 1 555 52 0 608 993 08:45 51 1 13 0 65 19 339 0 4 362 1 1 40 63 574 57 0 634 1067 Total Volume 261 2 76 0 339 59 1214 5 5 1283 7 1 13 0 21 7 2156 211 0 2374 4017 % App. Total 77 0.6 22.4 0 4.6 94.6 0.4 0.4 33.3 4.8 61.9 0 0.3 90.8 8.9 0 PHF .633 .500 .760 .000 .662 .776 .895 .417 .313 .886 .583 .250 .542 .000 .750 .583 .939 .824 .000 .936 .941 RIVERSIDE AVE COAST HIGHWAY COAST HIGHWAY DRIVEWAY Right 261 Thru 2 Left 76 UTurns 0 InOut Total 271 339 610 Right59Thru1214Left5UTurns5OutTotalIn2239 1283 3522 Left 13 Thru 1 Right 7 UTurns 0 Out TotalIn 14 21 35Left211Thru2156Right7UTurns0TotalOutIn1488 2374 3862 Peak Hour Begins at 08:00 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 85 File Name : H2002009 Site Code : 00000000 Start Date : 2/13/2020 Page No : 3 City: NEWPORT BEACH N-S Direction: RIVERSIDE AVE E-W Direction: COAST HIGHWAY RIVERSIDE AVE Southbound COAST HIGHWAY Westbound DRIVEWAY Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:45 16:45 110 2 16 0 128 9 611 46 14 72 1 17:00 110 5 20 0 135 10 621 14636 2020 44 369 55 1 429 1204 17:15 137 160 9 590 3 6 608 4040 82 353 63 0 418 1194 17:30 118 2 24 69639650 1 453 1218 Total Volume 475 10 82 0 567 38 2419 12 17 2486 15 2 12 0 29 15 1484 240 3 1742 4824 % App. Total 83.8 1.8 14.5 0 1.5 97.3 0.5 0.7 51.7 6.9 41.4 0 0.9 85.2 13.8 0.2 PHF .867 .500 .854 .000 .886 .950 .974 .750 .708 .977 .625 .500 .750 .000 .806 .625 .937 .833 .750 .961 .990 RIVERSIDE AVE COAST HIGHWAY COAST HIGHWAY DRIVEWAY Right475 Thru10 Left82 U Turns 0 InOut Total280 567 847 Right38Thru2419Left12UTurns17OutTotalIn1581 2486 4067 Left12 Thru2 Right15 U Turns0 Out TotalIn 37 29 66Left240Thru1484Right15UTurns3TotalOutIn2906 1742 4648 Peak Hour Begins at 16:45 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 86 File Name : h1901014 Site Code : 00000000 Start Date : 1/29/2019 Page No : 1 City: NEWPORT BEACH N-S Direction: TUSTIN AVENUE E-W Direction: COAST HIGHWAY Groups Printed- Turning Movements TUSTIN AVENUE Southbound COAST HIGHWAY Westbound TUSTIN AVENUE Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left U Turns Int. Total 07:00 4067163 0 0110464 2 2 650 07:15 10105200 0 0000518 2 1 737 07:30 8045228 0 0000501 7 1 754 07:45 20212 280 0 0000545 7 2 850 Total 15 0 22 29 871 0 0 1 1 0 2028 18 6 2991 08:00 50813 331 0 0000580 4 5 946 08:15 50611 233 0 0010485 7 7 755 08:30 30126307 0 0011511 3 3 847 08:45 301020 319 0 0000490 8 4 854 Total 16 0 36 50 1190 0 0 0 2 1 2066 22 19 3402 16:30 90817 573 0 0000 350 12 10 979 16:45 11 1 12 12 569 0 1000356 9 16 987 Total 20 1 20 29 1142 0 1 0 0 0 706 21 26 1966 17:00 12 0 10 12 557 0 0000412 9 15 1027 17:15 16 0 7 9582 0 0000398 3 7 1022 17:30 80107576 0 0010298 4 7 911 17:45 501016 623 0 0000267 7 6 934 Total 41 0 37 44 2338 0 0 0 1 0 1375 23 35 3894 18:00 10 0 14 10 589 0 1000310 2 8 944 18:15 7087514 0 0000264 3 10 813 Grand Total 109 1 137 169 6644 0 2141 6749 89 104 14010 Apprch %44.1 0.4 55.5 2.5 97.5 0 28.6 14.3 57.1 097.2 1.3 1.5 Total %0.8 0 1 1.2 47.4 0 000048.2 0.6 0.7 Transportation Studies, Inc. 2640 Walnut Avenue, Suite L Tustin, CA. 92780 87 File Name : h1901014 Site Code : 00000000 Start Date : 1/29/2019 Page No : 2 City: NEWPORT BEACH N-S Direction: TUSTIN AVENUE E-W Direction: COAST HIGHWAY TUSTIN AVENUE Southbound COAST HIGHWAY Westbound TUSTIN AVENUE Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left U Turns App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 08:00 508 1313 331 0 344 000 00 580 4 5 589 946 08:15 506 1111 233 0 244 001 10 485 7 7 499 755 08:30 3012 156 307 0 313 001 11 511 3 3 518 847 08:45 3010 1320 319 0 339 000 00 490 8 4 502 854 Total Volume 16 0 36 52 50 1190 0 1240 0 0 2 2 1 2066 22 19 2108 3402 % App. Total 30.8 0 69.2 4 96 0 0 0 100 0 98 1 0.9 PHF .800 .000 .750 .867 .625 .899 .000 .901 .000 .000 .500 .500 .250 .891 .688 .679 .895 .899 TUSTIN AVENUE COAST HIGHWAY COAST HIGHWAY TUSTIN AVENUE Right 16 Thru 0 Left 36 InOut Total 72 52 124 Right50Thru1190Left0OutTotalIn2102 1240 3342 Left2 Thru0 Right0 Out TotalIn123Left22Thru2066Right1UTurns19TotalOutIn1208 2108 3316 Peak Hour Begins at 08:00 Turning Movements Peak Hour Data North Transportation Studies, Inc. 2640 Walnut Avenue, Suite L Tustin, CA. 92780 88 File Name : h1901014 Site Code : 00000000 Start Date : 1/29/2019 Page No : 3 City: NEWPORT BEACH N-S Direction: TUSTIN AVENUE E-W Direction: COAST HIGHWAY TUSTIN AVENUE Southbound COAST HIGHWAY Westbound TUSTIN AVENUE Northbound COAST HIGHWAY Eastbound Start Time Righ t Thru Left App. Total Righ t Thru Left App. Total Righ t Thru Left App. Total Righ t Thru Left U Turns App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:30 16:30 908 1717 573 0 590 000 00 350 12 10 372 979 16:45 11 1 12 24 12 569 0 581 100 10 356 9 16 381 987 17:00 12 0 10 22 12 557 0 569 000 00 412 9 15 436 1027 17:15 16 0 7 23 9 582 0 591 000 00 398 3 7 408 1022 Total Volume 48 1 37 86 50 2281 0 2331 1 0 0 1 0 1516 33 48 1597 4015 % App. Total 55.8 1.2 43 2.1 97.9 0 100 0 0 0 94.9 2.1 3 PHF .750 .250 .771 .896 .735 .980 .000 .986 .250 .000 .000 .250 .000 .920 .688 .750 .916 .977 TUSTIN AVENUE COAST HIGHWAY COAST HIGHWAY TUSTIN AVENUE Right 48 Thru 1 Left 37 InOut Total 83 86 169 Right50Thru2281Left0OutTotalIn1554 2331 3885 Left 0 Thru 0 Right 1 Out TotalIn 112Left33Thru1516Right0UTurns48TotalOutIn2329 1597 3926 Peak Hour Begins at 16:30 Turning Movements Peak Hour Data North Transportation Studies, Inc. 2640 Walnut Avenue, Suite L Tustin, CA. 92780 89 File Name : H2002020 Site Code : 00000000 Start Date : 2/13/2020 Page No : 1 City: NEWPORT BEACH N-S Direction: IRVINE AVE E-W Direction: DOVER DR / 19TH ST Groups Printed- Turning Movements IRVINE AVE Southbound DOVER DR Westbound IRVINE AVE Northbound 19TH ST Eastbound Start Time Right Thru Left U Turns Right Thru Left U Turns Right Thru Left U Turns Right Thru Left U Turns Int. Total 07:00 1 117 24 0 20 18 0 0 197 4 0 129 6 0 318 07:15 1 114 25 0 33 7 2 0 1 120 6 0 728 4 0 348 07:30 0 216 40 0 58 24 2 0 1 179 7 0 74920 0 603 07:45 9 281 43 0 68 20 1 0 3 219 11 0 11 45 21 0 732 Total 11 728 132 0 179 69 5 0 6 615 28 0 26 151 51 0 2001 08:00 8 167 35 0 58 27 4 0 3 238 9 0 10 41 18 0 618 08:15 7 212 30 0 46 21 0 0 2 232 8 0 11 33 14 0 61608:30 7 182 34 0 59 34 6 0 4 183 21 1 11 43 19 0 604 08:45 6 206 47 0 47 35 2 0 3 179 4 0 14 42 12 0 597 Total 28 767 146 0 210 117 12 0 12 832 42 1 46 159 63 0 2435 16:30 7 277 31 0 59 55 6 0 8 188 9 1 10 31 13 0 695 16:45 10 280 39 0 64 62 7 0 7 159 12 0 73111 0 689 Total 17 557 70 0 123 117 13 0 15 347 21 1 17 62 24 0 1384 17:00 13 325 39 0 67 64 4 0 6 193 15 1 14 29 8 0 778 17:15 18 339 41 0 79 59 8 0 6 183 16 1 17 27 13 0 807 17:30 21 353 34 0 64 75 7 0 4 186 13 1 13 31 8 0 810 17:45 21 330 48 0 82 58 7 0 8 164 11 1 11 25 16 0 782 Total 73 1347 162 0 292 256 26 0 24 726 55 4 55 112 45 0 3177 18:00 26 338 30 0 66 49 3 0 7 165 21 1 12 24 7 0 749 18:15 11 298 42 0 52 28 11 0 6 142 16 0 13 23 9 0 651 Grand Total 166 4035 582 0 922 636 70 0 70 2827 183 7 169 531 199 0 10397 Apprch %3.5 84.4 12.2 0 56.6 39.1 4.3 0 2.3 91.6 5.9 0.2 18.8 59.1 22.1 0Total %1.6 38.8 5.6 0 8.9 6.1 0.7 0 0.7 27.2 1.8 0.1 1.6 5.1 1.9 0 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 90 File Name : H2002020 Site Code : 00000000 Start Date : 2/13/2020 Page No : 2 City: NEWPORT BEACH N-S Direction: IRVINE AVE E-W Direction: DOVER DR / 19TH ST IRVINE AVE Southbound DOVER DR Westbound IRVINE AVE Northbound 19TH ST Eastbound Start Time Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 07:45 9 281 43 333 68 11 45 21 77 732 08:00 8 167 35 0 210 58 27 4 0 89 3 238 90250 10 41 18 0 69 618 08:15 7 212 30 0 249 46 21 0 0 67 2 232 8 0 242 11 33 14 0 58 616 08:30 7 182 34 0 223 59 34 6 99 4211 Total Volume 31 842 142 0 1015 231 102 11 0 344 12 872 49 1 934 43 162 72 0 277 2570 % App. Total 3.1 83 14 0 67.2 29.7 3.2 0 1.3 93.4 5.2 0.1 15.5 58.5 26 0 PHF .861 .749 .826 .000 .762 .849 .750 .458 .000 .869 .750 .916 .583 .250 .934 .977 .900 .857 .000 .899 .878 IRVINE AVE 19TH ST DOVER DR IRVINE AVE Right31 Thru842 Left142 U Turns 0 InOut Total1175 1015 2190 Right231Thru102Left11UTurns0OutTotalIn316 344 660 Left49 Thru872 Right12 U Turns1 Out TotalIn 896 934 1830Left72Thru162Right43UTurns0TotalOutIn182 277 459 Peak Hour Begins at 07:45 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 91 File Name : H2002020 Site Code : 00000000 Start Date : 2/13/2020 Page No : 3 City: NEWPORT BEACH N-S Direction: IRVINE AVE E-W Direction: DOVER DR / 19TH ST IRVINE AVE Southbound DOVER DR Westbound IRVINE AVE Northbound 19TH ST Eastbound Start Time Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 17:00 17:00 13 325 39 0 377 67 64 4 0 135 6 193 15 121514 29 8 0 51 778 17:15 18 339 41 0 398 79 59 8 16 17 57 807 17:30 21 353 34 0 408 64 75 7 0 146 4 186 13 1 204 13 31 8052810 17:45 21 330 48 82 147 8 16 Total Volume 73 1347 162 0 1582 292 256 26 0 574 24 726 55 4 809 55 112 45 0 212 3177 % App. Total 4.6 85.1 10.2 0 50.9 44.6 4.5 0 3 89.7 6.8 0.5 25.9 52.8 21.2 0 PHF .869 .954 .844 .000 .969 .890 .853 .813 .000 .976 .750 .940 .859 1.00 .941 .809 .903 .703 .000 .930 .981 IRVINE AVE 19TH ST DOVER DR IRVINE AVE Right73 Thru1347 Left162 U Turns 0 InOut Total1063 1582 2645 Right292Thru256Left26UTurns0OutTotalIn298 574 872 Left55 Thru726 Right24 U Turns4 Out TotalIn 1428 809 2237Left45Thru112Right55UTurns0TotalOutIn384 212 596 Peak Hour Begins at 17:00 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 92 File Name : H2002019 Site Code : 00000000 Start Date : 2/13/2020 Page No : 1 City: NEWPORT BEACH N-S Direction: IRVINE AVE E-W Direction: WESTCLIFF DR / 17TH ST Groups Printed- Turning Movements IRVINE AVE Southbound WESTCLIFF DR Westbound IRVINE AVE Northbound 17TH ST Eastbound Start Time Right Thru Left U Turns Right Thru Left U Turns Right Thru Left U Turns Right Thru Left U Turns Int. Total 07:00 32 64 15 1 14 45 3 0 47946 031 84 35 0 453 07:15 24 64 9 1 961 4 0 58554 035 99 35 0 485 07:30 41 152 50 0 647 8 0 4 157 62 0 43 118 59 0 747 07:45 40 166 74 0 16 72 6 0 5 145 70 1 38 152 62 0 847 Total 137 446 148 2 45 225 21 0 18 466 232 1 147 453 191 0 2532 08:00 39 70 49 1 19 88 9 0 6 168 62 0 29 139 73 0 752 08:15 49 70 60 0 11 108 5 2 4 132 43 1 23 171 56 0 73508:30 38 105 33 0 14 105 16 0 5 103 55 0 32 152 64 0 722 08:45 54 101 50 0 13 104 6 0 4 108 57 0 33 157 68 0 755 Total 180 346 192 1 57 405 36 2 19 511 217 1 117 619 261 0 2964 16:30 80 127 38 3 18 180 25 0 12 98 57 0 34 119 85 0 876 16:45 91 115 38 3 23 169 9 0 10 96 65 1 28 139 64 0 851 Total 171 242 76 6 41 349 34 0 22 194 122 1 62 258 149 0 1727 17:00 99 152 53 5 25 176 20 0 17 119 57 0 24 113 72 0 932 17:15 109 151 43 3 30 205 16 0 7 114 80 1 37 153 68 0 1017 17:30 104 147 55 2 14 195 29 0 59666 046 123 74 0 956 17:45 97 124 42 0 19 166 25 0 12 78 63 1 44 112 66 0 849 Total 409 574 193 10 88 742 90 0 41 407 266 2 151 501 280 0 3754 18:00 105 153 31 4 20 165 22 0 13 82 55 0 38 135 72 0 895 18:15 93 137 38 4 9 146 32 0 68154 251 120 64 0 837 Grand Total 1095 1898 678 27 260 2032 235 2 119 1741 946 7 566 2086 1017 0 12709 Apprch %29.6 51.3 18.3 0.7 10.3 80.3 9.3 0.1 4.2 61.9 33.6 0.2 15.4 56.9 27.7 0Total %8.6 14.9 5.3 0.2 2161.8 00.9 13.7 7.4 0.1 4.5 16.4 8 0 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 93 File Name : H2002019 Site Code : 00000000 Start Date : 2/13/2020 Page No : 2 City: NEWPORT BEACH N-S Direction: IRVINE AVE E-W Direction: WESTCLIFF DR / 17TH ST IRVINE AVE Southbound WESTCLIFF DR Westbound IRVINE AVE Northbound 17TH ST Eastbound Start Time Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 07:30 41 152 50 0 243 647 8 0 61 4 157 62 0 223 43 07:45 40 166 74 0 280 16 72 6 0 94 5145 70 1 221 38 152 62 0 252 847 08:00 39 70 49 1 19 9 6168 62 0 236 29 139 7308:15 49 70 60 0 179 11 108 5 2 126 4 132 43 1 180 23 171 56 0 250 735 Total Volume 169 458 233 1 861 52 315 28 2 397 19 602 237 2 860 133 580 250 0 963 3081 % App. Total 19.6 53.2 27.1 0.1 13.1 79.3 7.1 0.5 2.2 70 27.6 0.2 13.8 60.2 26 0 PHF .862 .690 .787 .250 .769 .684 .729 .778 .250 .788 .792 .896 .846 .500 .911 .773 .848 .856 .000 .955 .909 IRVINE AVE 17TH ST WESTCLIFF DR IRVINE AVE Right 169 Thru 458 Left 233 UTurns 1 InOut Total 904 861 1765 Right52Thru315Left28UTurns2OutTotalIn832 397 1229 Left 237 Thru 602 Right 19 UTurns 2 Out TotalIn 619 860 1479Left250Thru580Right133UTurns0TotalOutIn721 963 1684 Peak Hour Begins at 07:30 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 94 File Name : H2002019 Site Code : 00000000 Start Date : 2/13/2020 Page No : 3 City: NEWPORT BEACH N-S Direction: IRVINE AVE E-W Direction: WESTCLIFF DR / 17TH ST IRVINE AVE Southbound WESTCLIFF DR Westbound IRVINE AVE Northbound 17TH ST Eastbound Start Time Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:45 16:45 91 115 38 3 247 23 169 9 0 201 10 96 65 1 17:00 99 152 53 5 309 25 176 20 0 221 17 119 57 0 193 24 113 72 0 209 932 17:15 109 30 205 16 0 251 7114 80 202 37 153 68 0 258 1017 17:30 104 147 55 29 46 74 Total Volume 403 565 189 13 1170 92 745 74 0 911 39 425 268 2 734 135 528 278 0 941 3756 % App. Total 34.4 48.3 16.2 1.1 10.1 81.8 8.1 0 5.3 57.9 36.5 0.3 14.3 56.1 29.5 0 PHF .924 .929 .859 .650 .947 .767 .909 .638 .000 .907 .574 .893 .838 .500 .908 .734 .863 .939 .000 .912 .923 IRVINE AVE 17TH ST WESTCLIFF DR IRVINE AVE Right 403 Thru 565 Left 189 UTurns 13 InOut Total 795 1170 1965 Right92Thru745Left74UTurns0OutTotalIn756 911 1667 Left 268 Thru 425 Right 39 UTurns 2 Out TotalIn 774 734 1508Left278Thru528Right135UTurns0TotalOutIn1416 941 2357 Peak Hour Begins at 16:45 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 95 File Name : h1901016 Site Code : 00000000 Start Date : 1/30/2019 Page No : 1 City: NEWPORT BEACH N-S Direction: DOVER DRIVE E-W Direction: WESTCLIFF DRIVE Groups Printed- Turning Movements DOVER DRIVE Southbound DEAD END Westbound DOVER DRIVE Northbound WESTCLIFF DRIVE Eastbound Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Int. Total 07:00 13 70 0 0000584577 0 5 268 07:15 16 75 0 00005638104 0 13 302 07:30 21 207 0 00009250160 0 5 535 07:45 23 220 0 0000 143 95 189 0 11 681 Total 73 572 0 0 0 0 0 349 228 530 0 34 1786 08:00 20 90 0 0000 131 80 168 0 19 508 08:15 14 105 0 0000 102 89 148 0 16 474 08:30 19 119 0 00008997163 0 17 504 08:45 35 109 0 0000 93 109 129 0 11 486 Total 88 423 0 0 0 0 0 415 375 608 0 63 1972 16:30 24 84 0 0000 147 133 137 0 24 549 16:45 20 89 0 0000 135 135 106 0 19 504 Total 44 173 0 0 0 0 0 282 268 243 0 43 1053 17:00 13 68 0 0000 158 156 137 0 31 563 17:15 22 91 0 0000 150 137 151 0 28 579 17:30 17 93 0 0000 176 165 105 0 28 584 17:45 27 95 0 0000 152 179 107 0 26 586 Total 79 347 0 0 0 0 0 636 637 500 0 113 2312 18:00 28 119 0 0000 141 118 115 0 30 551 18:15 29 82 0 0000 101 93 111 0 21 437 Grand Total 341 1716 0 0000 1924 1719 2107 0 304 8111 Apprch %16.6 83.4 0 0000 52.8 47.2 87.4 0 12.6 Total %4.2 21.2 0 0000 23.7 21.2 26 0 3.7 Transportation Studies, Inc. 2640 Walnut Avenue, Suite L Tustin, CA. 92780 96 File Name : h1901016 Site Code : 00000000 Start Date : 1/30/2019 Page No : 2 City: NEWPORT BEACH N-S Direction: DOVER DRIVE E-W Direction: WESTCLIFF DRIVE DOVER DRIVE Southbound DEAD END Westbound DOVER DRIVE Northbound WESTCLIFF DRIVE Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 07:30 21 207 0 228 000 009250 142160 0 5 165 535 07:45 23 220 0 243 000 00 143 95 238 189 0 11 200 681 08:00 20 90 0 110 000 00 131 80 211 168 0 19 187 508 08:15 14 105 0 119 000 00 102 89 191 148 0 16 164 474 Total Volume 78 622 0 700 0 0 0 0 0 468 314 782 665 0 51 716 2198 % App. Total 11.1 88.9 0 0 0 0 0 59.8 40.2 92.9 0 7.1 PHF .848 .707 .000 .720 .000 .000 .000 .000 .000 .818 .826 .821 .880 .000 .671 .895 .807 DOVER DRIVE WESTCLIFF DRIVE DEAD END DOVER DRIVE Right78 Thru622 Left0 InOut Total519 700 1219 Right0Thru0Left0OutTotalIn000Left314 Thru468 Right0 Out TotalIn1287 782 2069Left51Thru0Right665TotalOutIn392 716 1108 Peak Hour Begins at 07:30 Turning Movements Peak Hour Data North Transportation Studies, Inc. 2640 Walnut Avenue, Suite L Tustin, CA. 92780 97 File Name : h1901016 Site Code : 00000000 Start Date : 1/30/2019 Page No : 3 City: NEWPORT BEACH N-S Direction: DOVER DRIVE E-W Direction: WESTCLIFF DRIVE DOVER DRIVE Southbound DEAD END Westbound DOVER DRIVE Northbound WESTCLIFF DRIVE Eastbound Start Time Righ t Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 17:00 17:00 13 68 0 81 000 00 158 156 314 137 0 31 168 563 17:15 22 91 0 113 000 00 150 137 287 151 0 28 179 579 17:30 17 93 0 110 000 00 176 165 341 105 0 28 133 584 17:45 27 95 0 122 000 00 152 179 331 107 0 26 133 586 Total Volume 79 347 0 426 0 0 0 0 0 636 637 1273 500 0 113 613 2312 % App. Total 18.5 81.5 0 0 0 0 0 50 50 81.6 0 18.4 PHF .731 .913 .000 .873 .000 .000 .000 .000 .000 .903 .890 .933 .828 .000 .911 .856 .986 DOVER DRIVE WESTCLIFF DRIVE DEAD END DOVER DRIVE Right 79 Thru 347 Left 0 InOut Total 749 426 1175 Right0Thru0Left0OutTotalIn000Left 637 Thru 636 Right 0 Out TotalIn 847 1273 2120Left113Thru0Right500TotalOutIn716 613 1329 Peak Hour Begins at 17:00 Turning Movements Peak Hour Data North Transportation Studies, Inc. 2640 Walnut Avenue, Suite L Tustin, CA. 92780 98 File Name : H1901015 Site Code : 00000000 Start Date : 1/30/2019 Page No : 1 City: NEWPORT BEACH N-S Direction: DOVER DRIVE E-W Direction: 16TH STREET Groups Printed- Turning Movements DOVER DRIVE Southbound 16TH STREET Westbound DOVER DRIVE Northbound 16TH STREET Eastbound Start Time Right Thru Left U Turns Right Thru Left Right Thru Left U Turns Right Thru Left Int. Total 07:00 5 145 6 0 80589516 131 0 2 322 07:15 4 159 13 0 48958820 034 6 6 356 07:30 24 305 8 0 86145 128 31 1 72 3 2 607 07:45 33 400 9 0 815 7 5 224 38 0 63 6 18 826 Total 66 1009 36 0 28 29 35 23 535 105 2 200 15 28 2111 08:00 3 225 17 0 17 1 18 10 182 25 0 55 5 2 560 08:15 8 230 20 0 25 1 3 7 172 25 0 43 10 6 550 08:30 5 258 24 0 25 10 16 6 168 29 0 49 9 4 603 08:45 3 215 12 0 18 4 12 8 189 22 0 36 9 3 531 Total 19 928 73 0 85 16 49 31 711 101 0 183 33 15 2244 16:30 7 206 14 1 13 6 10 3 272 43 0 37 3 0 615 16:45 11 116 19 0 97108 272 42 2 31 5 2 534 Total 18 322 33 1 22 13 20 11 544 85 2 68 8 2 1149 17:00 5 200 12 0 14 4 9 3 296 35 0 53 4 3 638 17:15 12 213 15 2 11 4 5 4 273 47 0 49 8 5 648 17:30 5 197 12 2 13 3 6 5 329 49 0 37 4 3 665 17:45 4 194 14 0 52512 328 52 0 30 4 4 654 Total 26 804 53 4 43 13 25 24 1226 183 0 169 20 15 2605 18:00 8 218 13 1 71710 262 34 0 43 3 1 608 18:15 3 186 6 1 4352 196 39 1 33 3 0 482 Grand Total 140 3467 214 7 189 75 141 101 3474 547 5 696 82 61 9199 Apprch %3.7 90.6 5.6 0.2 46.7 18.5 34.8 2.4 84.2 13.3 0.1 83 9.8 7.3 Total %1.5 37.7 2.3 0.1 2.1 0.8 1.5 1.1 37.8 5.9 0.1 7.6 0.9 0.7 Transportation Studies, Inc. 2640 Walnut Avenue, Suite L Tustin, CA. 92780 99 File Name : H1901015 Site Code : 00000000 Start Date : 1/30/2019 Page No : 2 City: NEWPORT BEACH N-S Direction: DOVER DRIVE E-W Direction: 16TH STREET DOVER DRIVE Southbound 16TH STREET Westbound DOVER DRIVE Northbound 16TH STREET Eastbound Start Time Right Thru Left U Turns App. Total Right Thru Left App. Total Right Thru Left U Turns App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 07:30 24 305 8 0 337 8 6 14 28 5 128 31 1 165 72 3 2 77 607 07:45 33 400 9 0 442 815 7 30 5 224 38 0 267 63 6 18 87 826 08:00 3 225 17 0 245 17 1 18 36 10 182 25 0 217 55 5 2 62 560 08:15 8 230 20 0 258 25 1 3 29 7 172 25 0 204 43 10 6 59 550 Total Volume 68 1160 54 0 1282 58 23 42 123 27 706 119 1 853 233 24 28 285 2543 % App. Total PHF .515 .725 .675 .000 .725 .580 .383 .583 .854 .675 .788 .783 .250 .799 .809 .600 .389 .819 .770 DOVER DRIVE 16TH STREET 16TH STREET DOVER DRIVE Right68 Thru1160 Left54 U Turns 0 InOut Total792 1282 2074 Right58Thru23Left42OutTotalIn105 123 228 Left119 Thru706 Right27 U Turns1 Out TotalIn1435 853 2288Left28Thru24Right233TotalOutIn210 285 495 Peak Hour Begins at 07:30 Turning Movements Peak Hour Data North Transportation Studies, Inc. 2640 Walnut Avenue, Suite L Tustin, CA. 92780 100 File Name : H1901015 Site Code : 00000000 Start Date : 1/30/2019 Page No : 3 City: NEWPORT BEACH N-S Direction: DOVER DRIVE E-W Direction: 16TH STREET DOVER DRIVE Southbound 16TH STREET Westbound DOVER DRIVE Northbound 16TH STREET Eastbound Start Time Right Thru Left U Turns App. Total Right Thru Left App. Total Right Thru Left U Turns App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 17:00 17:00 5 200 12 0 217 14 4 9 27 3 296 35 0 334 53 4 3 60 638 17:15 12 213 15 2 242 11 4 5 20 4 273 47 0 324 49 8 5 62 648 17:30 5 197 12 2 216 13 3 6 22 5 329 49 0 383 37 4 3 44 665 17:45 4 194 14 0 212 5251212 328 52 0 392 30 4 4 38 654 Total Volume 26 804 53 4 887 43 13 25 81 24 1226 183 0 1433 169 20 15 204 2605 % App. Total PHF .542 .944 .883 .500 .916 .768 .813 .694 .750 .500 .932 .880 .000 .914 .797 .625 .750 .823 .979 DOVER DRIVE 16TH STREET 16TH STREET DOVER DRIVE Right26 Thru804 Left53 U Turns 4 InOut Total1284 887 2171 Right43Thru13Left25OutTotalIn97 81 178 Left183 Thru1226 Right24 U Turns0 Out TotalIn998 1433 2431Left15Thru20Right169TotalOutIn222 204 426 Peak Hour Begins at 17:00 Turning Movements Peak Hour Data North Transportation Studies, Inc. 2640 Walnut Avenue, Suite L Tustin, CA. 92780 101 File Name : H2002010 Site Code : 00000000 Start Date : 2/12/2020 Page No : 1 City: NEWPORT BEACH N-S Direction: DOVER DR / BAYSHORE DR E-W Direction: COAST HIGHWAY Groups Printed- Turning Movements DOVER DR Southbound COAST HIGHWAY Westbound BAYSHORE DR Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U-Turns Right Thru Left U-Turns Right Thru Left U-Turns Right Thru Left U-Turns Int. Total 07:00 19 15 153 0 76 123 3 0 871012 368 31 1 817 07:15 15 11 186 0 116 160 5 0 15 6 4 0 4 402 24 1 949 07:30 19 9 203 0 128 216 3 0 23 5 3 0 2 471 36 1 1119 07:45 32 9 280 0 166 250 6 1 615 7 0 4 437 45 0 1258 Total 85 44 822 0 486 749 17 1 52 33 15 0 22 1678 136 3 4143 08:00 29 7 263 0 145 278 6 0 12 15 6 0 10 497 36 0 1304 08:15 29 11 315 0 200 256 4 0 710 5 0 9 473 25 2 134608:30 34 14 271 0 171 330 10 1 11 20 7 0 9 485 20 1 1384 08:45 32 7 321 0 208 303 6 0 13 10 6 0 5 508 37 3 1459 Total 124 39 1170 0 724 1167 26 1 43 55 24 0 33 1963 118 6 5493 16:30 60 15 221 0 273 513 11 1 711 2 0 5 302 36 0 1457 16:45 39 8 208 0 307 533 14 2 16 14 9 0 2 316 20 0 1488 Total 99 23 429 0 580 1046 25 3 23 25 11 0 7 618 56 0 2945 17:00 24 12 208 0 324 493 9 2 812 4 0 3 369 45 5 1518 17:15 43 13 228 0 367 493 5 0 11 16 12 0 4 299 32 1 1524 17:30 27 13 181 0 376 557 9 1 13 6 2 0 2 349 31 1 1568 17:45 33 12 265 0 367 558 9 2 14 10 5 0 5 314 23 0 1617 Total 127 50 882 0 1434 2101 32 5 46 44 23 0 14 1331 131 7 6227 18:00 25 7 217 0 307 564 9 2 77206 320 23 1 1497 18:15 36 9 205 0 249 448 10 0 75306 260 43 3 1284 Grand Total 496 172 3725 0 3780 6075 119 12 178 169 78 0 88 6170 507 20 21589 Apprch %11.3 3.9 84.8 0 37.9 60.8 1.2 0.1 41.9 39.8 18.4 0 1.3 90.9 7.5 0.3Total %2.3 0.8 17.3 0 17.5 28.1 0.6 0.1 0.8 0.8 0.4 0 0.4 28.6 2.3 0.1 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 102 File Name : H2002010 Site Code : 00000000 Start Date : 2/12/2020 Page No : 2 City: NEWPORT BEACH N-S Direction: DOVER DR / BAYSHORE DR E-W Direction: COAST HIGHWAY DOVER DR Southbound COAST HIGHWAY Westbound BAYSHORE DR Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 08:00 29 7 263 0 299 145 278 6 0 429 12 15 6 0 33 10 08:15 29 11 315 0 355 200 256 4 0 460 710 5 0 22 9 473 25 2 509 1346 08:30 34 14 271 0 319 171 330 10 1 512 11 20 7 0 38 9 485 20 1 515 1384 08:45 32 7 321 360 208 517 13 508 37 3 553 1459 Total Volume 124 39 1170 0 1333 724 1167 26 1 1918 43 55 24 0 122 33 1963 118 6 2120 5493 % App. Total 9.3 2.9 87.8 0 37.7 60.8 1.4 0.1 35.2 45.1 19.7 0 1.6 92.6 5.6 0.3 PHF .912 .696 .911 .000 .926 .870 .884 .650 .250 .927 .827 .688 .857 .000 .803 .825 .966 .797 .500 .958 .941 DOVER DR COAST HIGHWAY COAST HIGHWAY BAYSHORE DR Right 124 Thru 39 Left 1170 U-Turns 0 InOut Total 897 1333 2230 Right724Thru1167Left26U-Turns1OutTotalIn3176 1918 5094 Left 24 Thru 55 Right 43 U-Turns 0 Out TotalIn 98 122 220Left118Thru1963Right33U-Turns6TotalOutIn1315 2120 3435 Peak Hour Begins at 08:00 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 103 File Name : H2002010 Site Code : 00000000 Start Date : 2/12/2020 Page No : 3 City: NEWPORT BEACH N-S Direction: DOVER DR / BAYSHORE DR E-W Direction: COAST HIGHWAY DOVER DR Southbound COAST HIGHWAY Westbound BAYSHORE DR Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 17:00 17:00 24 12 208 0 244 324 493 92 369 45 5 422 1518 17:15 43 13 228 0 284 367 493 5 0 865 11 16 12 39 4 299 32 1 336 1524 17:30 27 13 181 0 221 376 943 13 6 2 0 21 2 349 31 1 383 1568 17:45 33 12 265 310 367 558 9 2 936 14 5 1617 Total Volume 127 50 882 0 1059 1434 2101 32 5 3572 46 44 23 0 113 14 1331 131 7 1483 6227 % App. Total 12 4.7 83.3 0 40.1 58.8 0.9 0.1 40.7 38.9 20.4 0 0.9 89.8 8.8 0.5 PHF .738 .962 .832 .000 .854 .953 .941 .889 .625 .947 .821 .688 .479 .000 .724 .700 .902 .728 .350 .879 .963 DOVER DR COAST HIGHWAY COAST HIGHWAY BAYSHORE DR Right 127 Thru 50 Left 882 U-Turns 0 InOut Total 1609 1059 2668 Right1434Thru2101Left32U-Turns5OutTotalIn2259 3572 5831 Left 23 Thru 44 Right 46 U-Turns 0 Out TotalIn 96 113 209Left131Thru1331Right14U-Turns7TotalOutIn2251 1483 3734 Peak Hour Begins at 17:00 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 104 File Name : H2002011 Site Code : 00000000 Start Date : 2/12/2020 Page No : 1 City: NEWPORT BEACH N-S Direction: BAYSIDE DRIVE E-W Direction: COAST HIGHWAY Groups Printed- Turning Movements BAYSIDE DR Southbound COAST HIGHWAY Westbound BAYSIDE DR Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U-Turns Right Thru Left U-Turns Right Thru Left U-Turns Right Thru Left U-Turns Int. Total 07:00 421201 195 10 3 13 0 36 0 80 424 2 0 782 07:15 701003 209 5 3 14 0 50 0 72 520 2 1 896 07:30 501004 257 5 4 7265087 630 2 0 1078 07:45 411001 320 7 3 15 2 98 0 103 639 4 0 1207 Total 20 3 42 0 9 981 27 13 49 4 249 0 342 2213 10 1 3963 08:00 62305 368 9 5 10 1 81 0 106 649 7 1 1253 08:15 61802 352 1 7 10 4 104 0 130 686 8 2 132108:30 11 1 10 0 9 373 10 8 6590096 649 7 1 1276 08:45 14 2 8 0 4 399 13 9 16 1 100 0 134 681 6 0 1387 Total 37 6 29 0 20 1492 33 29 42 11 375 0 466 2665 28 4 5237 16:30 15 1 5 0 7 672 7 10 14 3 122 0 106 407 5 0 1374 16:45 12 1 4 0 18 663 13 4 6 2 156 0 100 441 11 3 1434 Total 27 2 9 0 25 1335 20 14 20 5 278 0 206 848 16 3 2808 17:00 17 4 7 0 5 755 16 9 8 5 120 0 88 475 9 4 1522 17:15 18 7 6 0 7 711 14 9 6 5 139 0 102 425 18 3 1470 17:30 311507 800 8 2 16 3 95 0 110 440 8 2 1510 17:45 93608 770 11 5 15 6 128 0 108 440 9 3 1521 Total 47 15 34 0 27 3036 49 25 45 19 482 0 408 1780 44 12 6023 18:00 81707 703 13 5 13 3 101 0 92 437 12 1 1403 18:15 53408 646 19 11 11 1 81 0 84 371 9 4 1257 Grand Total 144 30 125 0 96 8193 161 97 180 43 1566 0 1598 8314 119 25 20691 Apprch %48.2 10 41.8 0 1.1 95.9 1.9 1.1 10.1 2.4 87.5 0 15.9 82.7 1.2 0.2Total %0.7 0.1 0.6 0 0.5 39.6 0.8 0.5 0.9 0.2 7.6 0 7.7 40.2 0.6 0.1 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 105 File Name : H2002011 Site Code : 00000000 Start Date : 2/12/2020 Page No : 2 City: NEWPORT BEACH N-S Direction: BAYSIDE DRIVE E-W Direction: COAST HIGHWAY BAYSIDE DR Southbound COAST HIGHWAY Westbound BAYSIDE DR Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 08:00 6 2 30115 368 9 5 387 10 1 81 0 92 106 649 7 1 763 1253 08:15 6180152 352 1 7 362 10 4 104 118 130 686 8 2 826 1321 08:30 11 1 10 9 5 90 0 101 96 649 7 1 753 1276 08:45 14 24 4 399 13 9 425 16 134 1387 Total Volume 37 6 29 0 72 20 1492 33 29 1574 42 11 375 0 428 466 2665 28 4 3163 5237 % App. Total 51.4 8.3 40.3 0 1.3 94.8 2.1 1.8 9.8 2.6 87.6 0 14.7 84.3 0.9 0.1 PHF .661 .750 .725 .000 .750 .556 .935 .635 .806 .926 .656 .550 .901 .000 .907 .869 .971 .875 .500 .957 .944 BAYSIDE DR COAST HIGHWAY COAST HIGHWAY BAYSIDE DR Right37 Thru6 Left29U-Turns0 InOut Total59 72 131 Right20Thru1492Left33U-Turns29OutTotalIn2736 1574 4310 Left375 Thru11 Right42 U-Turns0 Out TotalIn505 428 933Left28Thru2665Right466U-Turns4TotalOutIn1904 3163 5067 Peak Hour Begins at 08:00 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 106 File Name : H2002011 Site Code : 00000000 Start Date : 2/12/2020 Page No : 3 City: NEWPORT BEACH N-S Direction: BAYSIDE DRIVE E-W Direction: COAST HIGHWAY BAYSIDE DR Southbound COAST HIGHWAY Westbound BAYSIDE DR Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 17:00 17:00 17 4 7 0 28 5 755 16 9 475 9 4 576 1522 17:15 18 7 6031 7 711 14 9 741 65139 150 102 425 18 17:30 3115 0197 800 82817 16 395 0114110 440 8 2 560 1510 17:45 9360188 770 11 5 794 15 6 128 0 149 108 440 9 3 560 1521 Total Volume 47 15 34 0 96 27 3036 49 25 3137 45 19 482 0 546 408 1780 44 12 2244 6023 % App. Total 49 15.6 35.4 0 0.9 96.8 1.6 0.8 8.2 3.5 88.3 0 18.2 79.3 2 0.5 PHF .653 .536 .567 .000 .774 .844 .949 .766 .694 .960 .703 .792 .867 .000 .910 .927 .937 .611 .750 .974 .989 BAYSIDE DR COAST HIGHWAY COAST HIGHWAY BAYSIDE DR Right47 Thru15 Left34U-Turns0 InOut Total90 96 186 Right27Thru3036Left49U-Turns25OutTotalIn1859 3137 4996 Left482 Thru19 Right45 U-Turns0 Out TotalIn472 546 1018Left44Thru1780Right408U-Turns12TotalOutIn3565 2244 5809 Peak Hour Begins at 17:00 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 107 File Name : H2002012 Site Code : 00000000 Start Date : 2/12/2020 Page No : 1 City: NEWPORT BEACH N-S Direction: JAMBOREE RD E-W Direction: COAST HIGHWAY Groups Printed- Turning Movements JAMBOREE RD Southbound COAST HIGHWAY Westbound JAMBOREE RD Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U-Turns Right Thru Left U-Turns Right Thru Left U-Turns Right Thru Left U-Turns Int. Total 07:00 88 42 20 0 13 91 9 1 946 3 0 3 248 169 1 743 07:15 110 51 35 0 40 114 10 0 10 88 4 0 5 299 210 1 977 07:30 124 59 44 0 40 156 10 1 15 89 4 0 3 330 244 1 1120 07:45 168 66 47 0 28 187 16 0 13 65 9 0 4 385 217 0 1205 Total 490 218 146 0 121 548 45 2 47 288 20 0 15 1262 840 3 4045 08:00 158 80 48 0 22 185 20 0 18 86 1 0 2 327 235 0 1182 08:15 148 60 39 1 30 219 16 1 23 90 7 0 5 324 281 0 124408:30 180 48 48 1 32 225 8 0 20 91 6 0 3 289 249 1 1201 08:45 200 71 36 2 36 230 18 1 14 68 9 0 2 332 257 1 1277 Total 686 259 171 4 120 859 62 2 75 335 23 0 12 1272 1022 2 4904 16:30 251 112 30 0 53 361 18 1 29 70 4 0 1 217 163 5 1315 16:45 304 101 33 1 45 410 39 2 23 60 9 0 3 233 151 1 1415 Total 555 213 63 1 98 771 57 3 52 130 13 0 4 450 314 6 2730 17:00 331 121 56 0 55 453 29 0 20 61 7 0 3 276 164 1 1577 17:15 341 118 45 0 57 491 35 2 16 64 10 0 2 224 138 3 1546 17:30 300 111 29 0 60 468 31 2 18 47 6 0 3 263 192 3 1533 17:45 349 135 43 1 41 425 21 1 19 54 8 0 6 258 169 2 1532 Total 1321 485 173 1 213 1837 116 5 73 226 31 0 14 1021 663 9 6188 18:00 264 91 34 1 51 473 24 4 21 68 12 0 5 241 146 3 1438 18:15 241 80 34 0 48 402 25 1 10 44 7 0 3 264 165 0 1324 Grand Total 3557 1346 621 7 651 4890 329 17 278 1091 106 0 53 4510 3150 23 20629 Apprch %64.3 24.3 11.2 0.1 11.1 83.1 5.6 0.3 18.8 74 7.2 0 0.7 58.3 40.7 0.3Total %17.2 6.5 3 0 3.2 23.7 1.6 0.1 1.3 5.3 0.5 0 0.3 21.9 15.3 0.1 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 108 File Name : H2002012 Site Code : 00000000 Start Date : 2/12/2020 Page No : 2 City: NEWPORT BEACH N-S Direction: JAMBOREE RD E-W Direction: COAST HIGHWAY JAMBOREE RD Southbound COAST HIGHWAY Westbound JAMBOREE RD Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 08:00 158 80 48 20 08:15 148 60 39 1 248 30 219 16 1 266 23 90 7 0 120 5 324 281 0 610 1244 08:30 180 48 48 1 277 32 225 8 0 265 20 91 601173289249 108:45 200 71 36 2 309 36 230 18 1 285 14 68 9 0912 332 257 1 592 1277 Total Volume 686 259 171 4 1120 120 859 62 2 1043 75 335 23 0 433 12 1272 1022 2 2308 4904 % App. Total 61.2 23.1 15.3 11.5 82.4 17.3 77.4 55.1 44.3PHF.858 .809 .891 .500 .906 .833 .934 .775 .500 .915 .815 .920 .639 .000 .902 .600 .958 .909 .500 .946 .960 JAMBOREE RD COAST HIGHWAY COAST HIGHWAY JAMBOREE RD Right686 Thru259 Left171U-Turns4 InOut Total1477 1120 2597 Right120Thru859Left62U-Turns2OutTotalIn1518 1043 2561 Left23 Thru335 Right75 U-Turns0 Out TotalIn333 433 766Left1022Thru1272Right12U-Turns2TotalOutIn1568 2308 3876 Peak Hour Begins at 08:00 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 109 File Name : H2002012 Site Code : 00000000 Start Date : 2/12/2020 Page No : 3 City: NEWPORT BEACH N-S Direction: JAMBOREE RD E-W Direction: COAST HIGHWAY JAMBOREE RD Southbound COAST HIGHWAY Westbound JAMBOREE RD Northbound COAST HIGHWAY Eastbound Start Time Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Right Thru Left U-Turns App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 17:00 17:00 331 121 56 20 276 164 1 444 1577 17:15 341 118 45 0 504 57 491 35 2 585 16 64 10 90 2224138 3 17:30 300 111 29 0 440 60 468 31 2 561 18 47 6 0 71 3263192 3 461 1533 17:45 349 135 43 1 528 41 425 21 1 488 19 54 8 0 81 6 Total Volume 1321 485 173 1 1980 213 1837 116 5 2171 73 226 31 0 330 14 1021 663 9 1707 6188 % App. Total 66.7 24.5 8.7 0.1 9.8 84.6 5.3 0.2 22.1 68.5 9.4 0 0.8 59.8 38.8 0.5 PHF .946 .898 .772 .250 .938 .888 .935 .829 .625 .928 .913 .883 .775 .000 .917 .583 .925 .863 .750 .926 .981 JAMBOREE RD COAST HIGHWAY COAST HIGHWAY JAMBOREE RD Right 1321 Thru 485 Left 173 U-Turns 1 InOut Total 1102 1980 3082 Right213Thru1837Left116U-Turns5OutTotalIn1267 2171 3438 Left 31 Thru 226 Right 73 U-Turns 0 Out TotalIn 615 330 945Left663Thru1021Right14U-Turns9TotalOutIn3189 1707 4896 Peak Hour Begins at 17:00 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 110 111 Day:City: Inbound AM In Out PM In Out 00:00 20 212:00 18 3 21 00:15 10 112:15 14 5 19 00:30 11 212:30 15 9 24 00:45 0401 0512:45 20 67 5 22 25 89 01:00 00 013:00 16 9 25 01:15 01 113:15 18 9 27 01:30 31 413:30 14 6 20 01:45 0302 0513:45 17 65 12 36 29 101 02:00 00 014:00 14 7 21 02:15 00 014:15 89 17 02:30 00 014:30 17 5 22 02:45 1100 1114:45 15 54 9 30 24 84 03:00 00 015:00 16 12 28 03:15 00 015:15 14 13 27 03:30 00 015:30 11 13 24 03:45 1100 1115:45 12 53 6 44 18 97 04:00 10 116:00 99 18 04:15 00 016:15 10 9 19 04:30 00 016:30 14 9 23 04:45 3411 4516:45 6 39 8 35 14 74 05:00 01 117:00 17 10 27 05:15 00 017:15 12 11 23 05:30 20 217:30 15 8 23 05:45 3501 3617:45 8 521544 2396 06:00 11 218:00 812 20 06:15 11 218:15 77 14 06:30 51 618:30 12 4 16 06:45 2914 31318:45 16 43 6 29 22 72 07:00 83 1119:00 76 13 07:15 44 819:15 93 12 07:30 31 419:30 77 14 07:45 5200 8 52819:45 6 29 5 21 11 50 08:00 84 1220:00 61 7 08:15 10 2 12 20:15 13 2 15 08:30 85 1320:30 48 12 08:45 6 32 8 19 14 51 20:45 6 29 4 15 10 44 09:00 11 9 20 21:00 21 3 09:15 10 6 16 21:15 12 3 09:30 56 1121:30 13 4 09:45 10 36 5 26 15 62 21:45 4828 616 10:00 82 1022:00 10 1 10:15 89 1722:15 31 4 10:30 16 4 20 22:30 21 3 10:45 15 47 3 18 18 65 22:45 1702 19 11:00 10 9 19 23:00 13 4 11:15 13 10 23 23:15 01 1 11:30 20 12 32 23:30 21 3 11:45 13 56 12 43 25 99 23:45 0305 08 Totals 123 Totals 291 Split%36.1%Split%39.3% Inbound AMPeakHour 10:45 11:00 PMPeakHour 12:30 14:45 AMPeakVolume 58 43 PMPeakVolume 69 47 AMPkHrFactor 0.725 0.896 PMPkHrFactor 0.863 0.904 PreparedbyCityCount,LLC(www.citycount.com) ADTVolumeReport DrivewayB NewportBeach,CAThursday,June27,2019 DailyTotals Outbound Total 667 414 1081 63.9%31.5%60.7%68.5% Total Total 218 449341 740 DailyTotals Outbound Total 667 414 1081 11:00 14:45 99 103 0.773 0.920 112 Day:City: Inbound AM In Out PM In Out 00:00 54 912:00 37 29 66 00:15 30 312:15 41 33 74 00:30 01 112:30 50 30 80 00:45 2100 5 21512:45 54 182 33 125 87 307 01:00 02 213:00 55 39 94 01:15 00 013:15 54 33 87 01:30 32 513:30 36 35 71 01:45 1404 1813:45 43 188 28 135 71 323 02:00 10 114:00 42 31 73 02:15 10 114:15 48 19 67 02:30 11 214:30 41 19 60 02:45 1401 1514:45 46 177 24 93 70 270 03:00 11 215:00 36 26 62 03:15 20 215:15 50 31 81 03:30 00 015:30 31 26 57 03:45 1401 1515:45 59 176 20 103 79 279 04:00 20 216:00 54 38 92 04:15 01 116:15 51 32 83 04:30 20 216:30 34 26 60 04:45 3701 3816:45 62 201 31 127 93 328 05:00 41 517:00 52 34 86 05:15 31 417:15 49 21 70 05:30 41 517:30 51 26 77 05:45 14 25 1 4 15 29 17:45 64 216 38 119 102 335 06:00 11 4 15 18:00 64 36 100 06:15 10 5 15 18:15 45 44 89 06:30 13 8 21 18:30 41 28 69 06:45 13 47 6 23 19 70 18:45 39 189 20 128 59 317 07:00 19 22 41 19:00 37 28 65 07:15 25 11 36 19:15 43 21 64 07:30 19 11 30 19:30 26 28 54 07:45 21 84 15 59 36 143 19:45 37 143 23 100 60 243 08:00 20 14 34 20:00 27 26 53 08:15 30 19 49 20:15 38 23 61 08:30 26 22 48 20:30 25 25 50 08:45 36 112 14 69 50 181 20:45 24 114 17 91 41 205 09:00 29 18 47 21:00 27 26 53 09:15 46 28 74 21:15 20 17 37 09:30 28 21 49 21:30 15 18 33 09:45 29 132 16 83 45 215 21:45 11 73 5 66 16 139 10:00 43 20 63 22:00 10 13 23 10:15 34 21 55 22:15 511 16 10:30 31 23 54 22:30 33 6 10:45 35 143 18 82 53 225 22:45 624229 853 11:00 45 27 72 23:00 84 12 11:15 37 30 67 23:15 13 4 11:30 52 26 78 23:30 51 6 11:45 47 181 23 106 70 287 23:45 216311 527 Totals 438 Totals 1127 Split%36.8%Split%39.9% Inbound AMPeakHour 11:00 11:00 PMPeakHour 17:15 17:45 AMPeakVolume 181 106 PMPeakVolume 228 146 AMPkHrFactor 0.870 0.883 PMPkHrFactor 0.891 0.830 PreparedbyCityCount,LLC(www.citycount.com) ADTVolumeReport DrivewayC NewportBeach,CAThursday,June27,2019 DailyTotals Outbound Total 2452 1565 4017 63.2%29.6%60.1%70.4% Total Total 753 16991191 2826 DailyTotals Outbound Total 2452 1565 4017 11:00 17:30 287 368 0.920 0.902 113 Day:City: Inbound AM In Out PM In Out 00:00 10 112:00 02 2 00:15 11 212:15 03 3 00:30 10 112:30 37 10 00:45 0301 0412:45 25315 520 01:00 00 013:00 17 8 01:15 00 013:15 114 15 01:30 00 013:30 16 7 01:45 0000 0013:45 25532 737 02:00 00 014:00 02 2 02:15 00 014:15 16 7 02:30 00 014:30 03 3 02:45 0000 0014:45 2 3 10 21 12 24 03:00 00 015:00 010 10 03:15 01 115:15 24 6 03:30 00 015:30 25 7 03:45 0001 0115:45 04827 831 04:00 00 016:00 211 13 04:15 11 216:15 110 11 04:30 00 016:30 07 7 04:45 0101 0216:45 03432 435 05:00 10 117:00 37 10 05:15 00 017:15 08 8 05:30 01 117:30 112 13 05:45 0101 0217:45 04532 536 06:00 00 018:00 18 9 06:15 01 118:15 18 9 06:30 30 318:30 112 13 06:45 2512 3718:45 03432 435 07:00 22 419:00 012 12 07:15 33 619:15 05 5 07:30 30 319:30 02 2 07:45 0849 41719:45 11322 423 08:00 32 520:00 05 5 08:15 24 620:15 02 2 08:30 41 520:30 12 3 08:45 3120 7 31920:45 01211 212 09:00 56 1121:00 10 1 09:15 27 921:15 08 8 09:30 13 421:30 14 5 09:45 08319 32721:45 13012 115 10:00 24 622:00 11 2 10:15 14 522:15 03 3 10:30 05 522:30 03 3 10:45 14215 31922:45 0107 08 11:00 03 323:00 01 1 11:15 03 323:15 01 1 11:30 04 423:30 01 1 11:45 00414 41423:45 0025 25 Totals 70 Totals 248 Split%62.5%Split%88.3% Inbound AMPeakHour 08:30 09:00 PMPeakHour 12:30 18:15 AMPeakVolume 14 19 PMPeakVolume 736 AMPkHrFactor 0.700 0.679 PMPkHrFactor 0.583 0.750 08:30 15:45 28 39 0.636 0.750 DailyTotals Outbound Total 75 318 393 37.5%28.5%11.7%71.5% Total Total 42 33112 281 PreparedbyCityCount,LLC(www.citycount.com) ADTVolumeReport DrivewayD NewportBeach,CAThursday,June27,2019 DailyTotals Outbound Total 75 318 393 114 Day:City: Inbound AM In Out PM In Out 00:00 36 912:00 41 38 79 00:15 31 412:15 40 36 76 00:30 32 512:30 48 51 99 00:45 312413 72512:45 39 168 44 169 83 337 01:00 23 513:00 34 48 82 01:15 10 113:15 57 50 107 01:30 24 613:30 46 42 88 01:45 49411 82013:45 49 186 47 187 96 373 02:00 23 514:00 38 40 78 02:15 32 514:15 28 42 70 02:30 12 314:30 37 46 83 02:45 2807 21514:45 41 144 45 173 86 317 03:00 12 315:00 51 43 94 03:15 00 015:15 53 44 97 03:30 61 715:30 51 39 90 03:45 0725 21215:45 45 200 37 163 82 363 04:00 10 116:00 49 46 95 04:15 21 316:15 51 41 92 04:30 31 416:30 47 41 88 04:45 7131 3 81616:45 51 198 37 165 88 363 05:00 41 517:00 27 36 63 05:15 11 217:15 46 47 93 05:30 70 717:30 45 47 92 05:45 10 22 0 2 10 24 17:45 40 158 39 169 79 327 06:00 11 10 21 18:00 49 40 89 06:15 63 918:15 44 50 94 06:30 76 1318:30 26 41 67 06:45 9 33 9 28 18 61 18:45 32 151 28 159 60 310 07:00 12 13 25 19:00 33 30 63 07:15 11 10 21 19:15 41 36 77 07:30 16 4 20 19:30 26 42 68 07:45 24 63 14 41 38 104 19:45 22 122 20 128 42 250 08:00 34 19 53 20:00 24 28 52 08:15 31 25 56 20:15 18 29 47 08:30 30 23 53 20:30 28 29 57 08:45 36 131 32 99 68 230 20:45 11 81 16 102 27 183 09:00 39 23 62 21:00 21 18 39 09:15 39 31 70 21:15 14 19 33 09:30 28 27 55 21:30 910 19 09:45 23 129 25 106 48 235 21:45 10 54 11 58 21 112 10:00 40 23 63 22:00 18 7 25 10:15 32 40 72 22:15 512 17 10:30 51 37 88 22:30 57 12 10:45 43 166 35 135 78 301 22:45 5 33 8 34 13 67 11:00 39 37 76 23:00 54 9 11:15 55 34 89 23:15 54 9 11:30 48 61 109 23:30 54 9 11:45 39 181 41 173 80 354 23:45 318113 431 Totals 623 Totals 1520 Split%44.6%Split%50.1% Inbound AMPeakHour 10:30 11:00 PMPeakHour 15:00 12:30 AMPeakVolume 188 173 PMPeakVolume 200 193 AMPkHrFactor 0.855 0.709 PMPkHrFactor 0.943 0.946 11:00 13:00 354 373 0.812 0.871 DailyTotals Outbound Total 2287 2143 4430 55.4%31.5%49.9%68.5% Total Total 774 15131397 3033 PreparedbyCityCount,LLC(www.citycount.com) ADTVolumeReport DrivewayH NewportBeach,CAThursday,June27,2019 DailyTotals Outbound Total 2287 2143 4430 115 Day:City: Inbound AM In Out PM In Out 00:00 21 312:00 710 17 00:15 02 212:15 319 22 00:30 03 312:30 218 20 00:45 0217 1912:45 5 172269 2786 01:00 11 213:00 217 19 01:15 10 113:15 617 23 01:30 02 213:30 017 17 01:45 0203 0513:45 1 9 21 72 22 81 02:00 10 114:00 319 22 02:15 04 414:15 422 26 02:30 11 214:30 412 16 02:45 0216 1814:45 4 151871 2286 03:00 01 115:00 218 20 03:15 02 215:15 218 20 03:30 00 015:30 319 22 03:45 0003 0315:45 2 9 18 73 20 82 04:00 02 216:00 417 21 04:15 21 316:15 121 22 04:30 00 016:30 316 19 04:45 1303 1616:45 5 131872 2385 05:00 00 017:00 221 23 05:15 00 017:15 513 18 05:30 21 317:30 217 19 05:45 0234 3617:45 0 9 11 62 11 71 06:00 04 418:00 326 29 06:15 02 218:15 516 21 06:30 10 118:30 212 14 06:45 0117 1818:45 1 111468 1579 07:00 25 719:00 120 21 07:15 12 319:15 319 22 07:30 04 419:30 017 17 07:45 5 8 7 18 12 26 19:45 2 6 14 70 16 76 08:00 06 620:00 213 15 08:15 19 1020:15 317 20 08:30 48 1220:30 319 22 08:45 16629 73520:45 1 9 11 60 12 69 09:00 16 721:00 613 19 09:15 311 1421:15 210 12 09:30 515 2021:30 06 6 09:45 2 111446 165721:45 08938 946 10:00 210 1222:00 110 11 10:15 319 2222:15 17 8 10:30 319 2222:30 06 6 10:45 3 111260 157122:45 02427 429 11:00 217 1923:00 04 4 11:15 720 2723:15 02 2 11:30 423 2723:30 00 0 11:45 0 131979 199223:45 0028 28 Totals 265 Totals 690 Split%81.3%Split%86.5% Inbound AMPeakHour 10:45 11:00 PMPeakHour 12:00 13:30 AMPeakVolume 16 79 PMPeakVolume 17 79 AMPkHrFactor 0.571 0.859 PMPkHrFactor 0.607 0.898 11:00 12:30 92 89 0.852 0.824 DailyTotals Outbound Total 169 955 1124 18.7%29.0%13.5%71.0% Total Total 61 108326 798 PreparedbyCityCount,LLC(www.citycount.com) ADTVolumeReport DrivewayI NewportBeach,CAThursday,June27,2019 DailyTotals Outbound Total 169 955 1124 116 Driveway1/WestcliffDrive NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Existing 0 0 0 45 0 54 71 833 0 0 397 60 ShiftedVolumes1 0000029000006 ProjectTripAssignment 0003003654000045 ExistingPlusProject 0 0 0 75 0 119 125 833 0 0 397 111 IrvineAvenue/Driveway6 NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Existing 09047537888000052017 ShiftedVolumes1 00320000000019 ProjectTripAssignment 0054270000036012 ExistingPlusProject 090416164888000088048 IrvineAvenue/Driveway7 NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Existing 09211209250000007 ShiftedVolumes1 000000000000 ProjectTripAssignment 01200270000006 ExistingPlusProject 093312095200000013 Driveway1/WestcliffDrive NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Existing 0 0 0 75 0 90 108 769 0 0 911 90 ShiftedVolumes1 00000720000013 ProjectTripAssignment 0 0 0 42 0 51 51 Ͳ20 0 0 Ͳ17 42 ExistingPlusProject 0 0 0 117 0 213 159 749 0 0 894 145 IrvineAvenue/Driveway6 NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Existing 0 795 134 67 1170 000095032 ShiftedVolumes1 00390000000035 ProjectTripAssignment 0 Ͳ20 51 25 Ͳ10000051017 ExistingPlusProject 0 775 224 92 1160 0000146084 IrvineAvenue/Driveway7 NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Existing 0 827 3 0 1237 00000032 ShiftedVolumes1 000000000000 ProjectTripAssignment 0700150000009 ExistingPlusProject 0 834 3 0 1252 00000041 1ShiftedvolumesfromDriveways2and5 DrivewayVolumeDevelopmentͲAMPeakHour DrivewayVolumeDevelopmentͲPMPeakHour 117 TRAFFIC IMPACT ANALYSIS NOVEMBER 2020 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 3 RLSO.docx «11/20/20» APPENDIX B ICU WORKSHEETS 118 Existing AM Thu Nov 5, 2020 12:20:48 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Scenario Report Scenario: Existing AM Command: Default Command Volume: Existing AM Geometry: Default Geometry Impact Fee: Default Impact Fee Trip Generation: Default Trip Generation Trip Distribution: Default Trip Distribution Paths: Default Path Routes: Default Route Configuration: Default Configuration Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 119 Existing AM Thu Nov 5, 2020 12:20:48 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 1 Riverside Ave/Coast Hwy C xxxxx 0.743 C xxxxx 0.743 + 0.000 V/C # 2 Tustin Ave/Coast Hwy B xxxxx 0.686 B xxxxx 0.686 + 0.000 V/C # 3 Irvine Ave/Dover Dr A xxxxx 0.551 A xxxxx 0.551 + 0.000 V/C # 4 Irvine Ave/Westcliff Dr A xxxxx 0.503 A xxxxx 0.503 + 0.000 V/C # 5 Dover Dr/Westcliff Drive A xxxxx 0.503 A xxxxx 0.503 + 0.000 V/C # 6 Dover Dr/Castaways Ln-16th St B xxxxx 0.609 B xxxxx 0.609 + 0.000 V/C # 7 Dover Dr-Bayshore Dr/Coast Hwy C xxxxx 0.707 C xxxxx 0.707 + 0.000 V/C # 8 Bayside Dr/Coast Hwy C xxxxx 0.706 C xxxxx 0.706 + 0.000 V/C # 9 Jamboree Rd/Coast Hwy A xxxxx 0.585 A xxxxx 0.585 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 120 Existing AM Thu Nov 5, 2020 12:20:48 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Riverside Ave/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.743 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 72 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 Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 13 1 7 76 2 261 211 2156 7 10 1214 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: 13 1 7 76 2 261 211 2156 7 10 1214 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: 13 1 7 76 2 261 211 2156 7 10 1214 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 13 1 7 76 2 261 211 2156 7 10 1214 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: 13 1 7 76 2 261 211 2156 7 10 1214 59 OvlAdjVol: 50 ------------|---------------||---------------||---------------||---------------| 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: 0.62 0.05 0.33 0.97 0.03 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat.: 990 76 533 1559 41 1600 1600 3190 10 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.01 0.01 0.05 0.05 0.16 0.13 0.68 0.68 0.01 0.25 0.04 OvlAdjV/S: 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 121 Existing AM Thu Nov 5, 2020 12:20:49 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Tustin Ave/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.686 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 59 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 ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 0 0 0 0 0 1! 0 0 1 0 2 0 1 0 0 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 2 0 0 36 0 16 41 2087 1 0 1202 51 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: 2 0 0 36 0 16 41 2087 1 0 1202 51 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: 2 0 0 36 0 16 41 2087 1 0 1202 51 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 0 0 36 0 16 41 2087 1 0 1202 51 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: 2 0 0 36 0 16 41 2087 1 0 1202 51 ------------|---------------||---------------||---------------||---------------| 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 0.00 0.00 0.69 0.00 0.31 1.00 2.00 1.00 0.00 2.88 0.12 Final Sat.: 1600 0 0 1108 0 492 1600 3200 1600 0 4605 195 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.03 0.03 0.65 0.00 0.00 0.26 0.26 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 122 Existing AM Thu Nov 5, 2020 12:20:50 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Irvine Ave/Dover Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.551 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 41 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 Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 50 872 12 142 842 31 72 162 43 11 102 231 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: 50 872 12 142 842 31 72 162 43 11 102 231 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: 50 872 12 142 842 31 72 162 43 11 102 231 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 50 872 12 142 842 31 72 162 43 11 102 231 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: 50 872 12 142 842 31 72 162 43 11 102 231 ------------|---------------||---------------||---------------||---------------| 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 0.79 0.21 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1264 336 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.27 0.01 0.09 0.26 0.02 0.05 0.13 0.13 0.01 0.06 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 123 Existing AM Thu Nov 5, 2020 12:20:50 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Irvine Ave/Westcliff Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.503 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 46 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 Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 239 602 19 234 458 169 250 580 133 30 315 52 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: 239 602 19 234 458 169 250 580 133 30 315 52 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: 239 602 19 234 458 169 250 580 133 30 315 52 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 239 602 19 234 458 169 250 580 133 30 315 52 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: 239 602 19 234 458 169 250 580 133 30 315 52 ------------|---------------||---------------||---------------||---------------| 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 1.63 0.37 1.00 1.72 0.28 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2603 597 1600 2747 453 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.07 0.19 0.01 0.07 0.14 0.11 0.08 0.22 0.22 0.02 0.11 0.11 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 124 Existing AM Thu Nov 5, 2020 12:20:51 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Dover Dr/Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.503 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 46 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 Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 314 468 0 0 622 78 51 0 665 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: 314 468 0 0 622 78 51 0 665 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: 314 468 0 0 622 78 51 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 314 468 0 0 622 78 51 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: 314 468 0 0 622 78 51 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 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.10 0.15 0.00 0.00 0.39 0.05 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 125 Existing AM Thu Nov 5, 2020 12:20:52 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Dover Dr/Castaways Ln-16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.609 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 48 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 ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 120 706 27 54 1160 68 28 24 233 42 23 58 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: 120 706 27 54 1160 68 28 24 233 42 23 58 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: 120 706 27 54 1160 68 28 24 233 42 23 58 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 120 706 27 54 1160 68 28 24 233 42 23 58 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: 120 706 27 54 1160 68 28 24 233 42 23 58 ------------|---------------||---------------||---------------||---------------| 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 0.54 0.46 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 862 738 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.22 0.02 0.03 0.36 0.04 0.02 0.03 0.15 0.03 0.01 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 126 Existing AM Thu Nov 5, 2020 12:20:52 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Dover Dr-Bayshore Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.707 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 78 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: 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 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 24 55 43 1170 39 124 124 1963 33 27 1167 724 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 55 43 1170 39 124 124 1963 33 27 1167 724 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 55 43 1170 39 124 124 1963 33 27 1167 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 55 43 1170 39 124 124 1963 33 27 1167 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 55 43 1170 39 124 124 1963 33 27 1167 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 1.12 0.88 3.00 1.00 1.00 2.00 2.95 0.05 1.00 3.00 1.00 Final Sat.: 1600 1796 1404 4800 1600 1600 3200 4721 79 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.03 0.03 0.24 0.02 0.08 0.04 0.42 0.42 0.02 0.24 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 127 Existing AM Thu Nov 5, 2020 12:20:53 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Bayside Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.706 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 78 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: 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 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1! 0 0 1 0 1 0 1 1 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 375 11 42 29 6 37 32 2665 466 62 1492 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: 375 11 42 29 6 37 32 2665 466 62 1492 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: 375 11 42 29 6 37 32 2665 466 62 1492 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 375 11 42 29 6 37 32 2665 466 62 1492 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: 375 11 42 29 6 37 32 2665 466 62 1492 20 ------------|---------------||---------------||---------------||---------------| 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: 2.63 0.08 0.29 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.95 0.05 Final Sat.: 4206 123 471 1600 1600 1600 1600 4800 1600 1600 6315 85 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.02 0.00 0.02 0.02 0.56 0.29 0.04 0.24 0.24 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 128 Existing AM Thu Nov 5, 2020 12:20:53 Page 11-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Jamboree Rd/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.585 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 55 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 Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 23 335 75 175 259 686 1024 1272 12 64 859 120 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: 23 335 75 175 259 686 1024 1272 12 64 859 120 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: 23 335 75 175 259 0 1024 1272 12 64 859 120 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 335 75 175 259 0 1024 1272 12 64 859 120 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: 23 335 75 175 259 0 1024 1272 12 64 859 120 ------------|---------------||---------------||---------------||---------------| 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 1.63 0.37 1.00 2.00 1.00 3.00 3.96 0.04 2.00 4.00 1.00 Final Sat.: 1600 2615 585 1600 3200 1600 4800 6340 60 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.13 0.13 0.11 0.08 0.00 0.21 0.20 0.20 0.02 0.13 0.08 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 129 Existing PM Thu Nov 5, 2020 12:21:21 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Scenario Report Scenario: Existing PM Command: Default Command Volume: Existing PM Geometry: Default Geometry Impact Fee: Default Impact Fee Trip Generation: Default Trip Generation Trip Distribution: Default Trip Distribution Paths: Default Path Routes: Default Route Configuration: Default Configuration Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 130 Existing PM Thu Nov 5, 2020 12:21:21 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 1 Riverside Ave/Coast Hwy D xxxxx 0.808 D xxxxx 0.808 + 0.000 V/C # 2 Tustin Ave/Coast Hwy A xxxxx 0.596 A xxxxx 0.596 + 0.000 V/C # 3 Irvine Ave/Dover Dr B xxxxx 0.668 B xxxxx 0.668 + 0.000 V/C # 4 Irvine Ave/Westcliff Dr B xxxxx 0.685 B xxxxx 0.685 + 0.000 V/C # 5 Dover Dr/Westcliff Drive A xxxxx 0.451 A xxxxx 0.451 + 0.000 V/C # 6 Dover Dr/Castaways Ln-16th St A xxxxx 0.540 A xxxxx 0.540 + 0.000 V/C # 7 Dover Dr-Bayshore Dr/Coast Hwy B xxxxx 0.693 B xxxxx 0.693 + 0.000 V/C # 8 Bayside Dr/Coast Hwy B xxxxx 0.657 B xxxxx 0.657 + 0.000 V/C # 9 Jamboree Rd/Coast Hwy B xxxxx 0.629 B xxxxx 0.629 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 131 Existing PM Thu Nov 5, 2020 12:21:22 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Riverside Ave/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.808 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 97 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 ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 1! 0 0 0 1 0 0 1 1 0 1 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 12 2 15 82 10 475 243 1484 15 29 2419 38 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: 12 2 15 82 10 475 243 1484 15 29 2419 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: 12 2 15 82 10 475 243 1484 15 29 2419 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 12 2 15 82 10 475 243 1484 15 29 2419 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: 12 2 15 82 10 475 243 1484 15 29 2419 38 OvlAdjVol: 232 ------------|---------------||---------------||---------------||---------------| 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: 0.41 0.07 0.52 0.89 0.11 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat.: 662 110 828 1426 174 1600 1600 3168 32 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.02 0.05 0.06 0.30 0.15 0.47 0.47 0.02 0.50 0.02 OvlAdjV/S: 0.15 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 132 Existing PM Thu Nov 5, 2020 12:21:22 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Tustin Ave/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.596 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 46 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: Permitted Permitted Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 1 0 0 1! 0 0 1 0 2 0 1 0 0 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 1 37 1 48 82 1531 0 0 2304 51 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 1 37 1 48 82 1531 0 0 2304 51 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 1 37 1 48 82 1531 0 0 2304 51 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 1 37 1 48 82 1531 0 0 2304 51 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 1 37 1 48 82 1531 0 0 2304 51 ------------|---------------||---------------||---------------||---------------| 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 0.43 0.01 0.56 1.00 2.00 1.00 0.00 2.94 0.06 Final Sat.: 0 0 1600 688 19 893 1600 3200 1600 0 4696 104 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.02 0.05 0.05 0.05 0.48 0.00 0.00 0.49 0.49 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 133 Existing PM Thu Nov 5, 2020 12:21:23 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Irvine Ave/Dover Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.668 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 56 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 ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 59 726 24 162 1347 73 45 112 55 26 256 292 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 59 726 24 162 1347 73 45 112 55 26 256 292 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 59 726 24 162 1347 73 45 112 55 26 256 292 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 59 726 24 162 1347 73 45 112 55 26 256 292 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 59 726 24 162 1347 73 45 112 55 26 256 292 ------------|---------------||---------------||---------------||---------------| 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 0.67 0.33 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1073 527 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.23 0.02 0.10 0.42 0.05 0.03 0.10 0.10 0.02 0.16 0.18 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 134 Existing PM Thu Nov 5, 2020 12:21:23 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Irvine Ave/Westcliff Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.685 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 72 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 ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 270 425 39 202 565 403 278 528 135 74 745 92 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: 270 425 39 202 565 403 278 528 135 74 745 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: 270 425 39 202 565 403 278 528 135 74 745 92 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 270 425 39 202 565 403 278 528 135 74 745 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: 270 425 39 202 565 403 278 528 135 74 745 92 ------------|---------------||---------------||---------------||---------------| 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 1.59 0.41 1.00 1.78 0.22 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2548 652 1600 2848 352 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.13 0.02 0.06 0.18 0.25 0.09 0.21 0.21 0.05 0.26 0.26 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 135 Existing PM Thu Nov 5, 2020 12:21:24 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Dover Dr/Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.451 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 42 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 Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 637 636 0 0 347 79 113 0 500 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: 637 636 0 0 347 79 113 0 500 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: 637 636 0 0 347 79 113 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 637 636 0 0 347 79 113 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: 637 636 0 0 347 79 113 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 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.20 0.20 0.00 0.00 0.22 0.05 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 136 Existing PM Thu Nov 5, 2020 12:21:25 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Dover Dr/Castaways Ln-16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.540 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 40 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 Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 183 1226 24 57 804 26 15 20 169 25 13 43 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 183 1226 24 57 804 26 15 20 169 25 13 43 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 183 1226 24 57 804 26 15 20 169 25 13 43 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 183 1226 24 57 804 26 15 20 169 25 13 43 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 183 1226 24 57 804 26 15 20 169 25 13 43 ------------|---------------||---------------||---------------||---------------| 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 0.43 0.57 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 686 914 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.38 0.02 0.04 0.25 0.02 0.01 0.02 0.11 0.02 0.01 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 137 Existing PM Thu Nov 5, 2020 12:21:25 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Dover Dr-Bayshore Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.693 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 74 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 ------------|---------------||---------------||---------------||---------------| 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 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 23 44 46 882 50 127 138 1331 14 37 2101 1434 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: 23 44 46 882 50 127 138 1331 14 37 2101 1434 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: 23 44 46 882 50 127 138 1331 14 37 2101 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 44 46 882 50 127 138 1331 14 37 2101 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: 23 44 46 882 50 127 138 1331 14 37 2101 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 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 4800 1600 1600 3200 4750 50 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.03 0.03 0.18 0.03 0.08 0.04 0.28 0.28 0.02 0.44 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 138 Existing PM Thu Nov 5, 2020 12:21:26 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Bayside Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.657 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 66 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 ------------|---------------||---------------||---------------||---------------| 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 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1! 0 0 1 0 1 0 1 1 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 482 19 45 34 15 47 56 1780 408 74 3036 27 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: 482 19 45 34 15 47 56 1780 408 74 3036 27 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: 482 19 45 34 15 47 56 1780 408 74 3036 27 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 482 19 45 34 15 47 56 1780 408 74 3036 27 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: 482 19 45 34 15 47 56 1780 408 74 3036 27 ------------|---------------||---------------||---------------||---------------| 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: 2.65 0.10 0.25 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.96 0.04 Final Sat.: 4237 167 396 1600 1600 1600 1600 4800 1600 1600 6344 56 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.11 0.02 0.01 0.03 0.04 0.37 0.26 0.05 0.48 0.48 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 139 Existing PM Thu Nov 5, 2020 12:21:26 Page 11-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Jamboree Rd/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.629 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 61 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 ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 31 226 73 174 485 1321 672 1021 14 121 1837 213 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 31 226 73 174 485 1321 672 1021 14 121 1837 213 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: 31 226 73 174 485 0 672 1021 14 121 1837 213 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 31 226 73 174 485 0 672 1021 14 121 1837 213 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: 31 226 73 174 485 0 672 1021 14 121 1837 213 ------------|---------------||---------------||---------------||---------------| 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 1.51 0.49 1.00 2.00 1.00 3.00 3.95 0.05 2.00 4.00 1.00 Final Sat.: 1600 2419 781 1600 3200 1600 4800 6313 87 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.09 0.09 0.11 0.15 0.00 0.14 0.16 0.16 0.04 0.29 0.13 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 140 Future Year AM Thu Nov 5, 2020 13:03:59 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Scenario Report Scenario: Future Year AM Command: Default Command Volume: Future Year AM Geometry: Default Geometry Impact Fee: Default Impact Fee Trip Generation: Default Trip Generation Trip Distribution: Default Trip Distribution Paths: Default Path Routes: Default Route Configuration: Default Configuration Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 141 Future Year AM Thu Nov 5, 2020 13:03:59 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 3 Irvine Ave/Dover Dr A xxxxx 0.566 A xxxxx 0.566 + 0.000 V/C # 4 Irvine Ave/Westcliff Dr A xxxxx 0.513 A xxxxx 0.513 + 0.000 V/C # 5 Dover Dr/Westcliff Drive A xxxxx 0.511 A xxxxx 0.511 + 0.000 V/C # 6 Dover Dr/Castaways Ln-16th St B xxxxx 0.631 B xxxxx 0.631 + 0.000 V/C # 7 Dover Dr-Bayshore Dr/Coast Hwy C xxxxx 0.736 C xxxxx 0.736 + 0.000 V/C # 8 Bayside Dr/Coast Hwy C xxxxx 0.747 C xxxxx 0.747 + 0.000 V/C # 9 Jamboree Rd/Coast Hwy B xxxxx 0.603 B xxxxx 0.603 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 142 Future Year AM Thu Nov 5, 2020 13:03:59 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Irvine Ave/Dover Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.566 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 43 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 Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 51 893 12 151 867 32 72 162 43 11 102 236 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: 51 893 12 151 867 32 72 162 43 11 102 236 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: 51 893 12 151 867 32 72 162 43 11 102 236 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 51 893 12 151 867 32 72 162 43 11 102 236 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: 51 893 12 151 867 32 72 162 43 11 102 236 ------------|---------------||---------------||---------------||---------------| 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 0.79 0.21 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1264 336 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.28 0.01 0.09 0.27 0.02 0.05 0.13 0.13 0.01 0.06 0.15 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 143 Future Year AM Thu Nov 5, 2020 13:04:00 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Irvine Ave/Westcliff Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.513 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 47 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 Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 245 615 19 244 470 173 251 590 134 30 323 55 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: 245 615 19 244 470 173 251 590 134 30 323 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: 245 615 19 244 470 173 251 590 134 30 323 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 245 615 19 244 470 173 251 590 134 30 323 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: 245 615 19 244 470 173 251 590 134 30 323 55 ------------|---------------||---------------||---------------||---------------| 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 1.63 0.37 1.00 1.71 0.29 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2608 592 1600 2734 466 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.19 0.01 0.08 0.15 0.11 0.08 0.23 0.23 0.02 0.12 0.12 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 144 Future Year AM Thu Nov 5, 2020 13:04:01 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Dover Dr/Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.511 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 47 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 Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 323 475 0 0 631 78 51 0 680 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: 323 475 0 0 631 78 51 0 680 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: 323 475 0 0 631 78 51 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 323 475 0 0 631 78 51 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: 323 475 0 0 631 78 51 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 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.10 0.15 0.00 0.00 0.39 0.05 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 145 Future Year AM Thu Nov 5, 2020 13:04:01 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Dover Dr/Castaways Ln-16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.631 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 50 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 ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 136 715 27 54 1183 68 35 24 240 42 23 58 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: 136 715 27 54 1183 68 35 24 240 42 23 58 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: 136 715 27 54 1183 68 35 24 240 42 23 58 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 136 715 27 54 1183 68 35 24 240 42 23 58 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: 136 715 27 54 1183 68 35 24 240 42 23 58 ------------|---------------||---------------||---------------||---------------| 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 949 651 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.22 0.02 0.03 0.37 0.04 0.02 0.04 0.15 0.03 0.01 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 146 Future Year AM Thu Nov 5, 2020 13:04:02 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Dover Dr-Bayshore Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.736 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 86 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: 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 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 24 55 43 1207 39 136 138 2060 34 28 1252 765 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 55 43 1207 39 136 138 2060 34 28 1252 765 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 55 43 1207 39 136 138 2060 34 28 1252 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 55 43 1207 39 136 138 2060 34 28 1252 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 55 43 1207 39 136 138 2060 34 28 1252 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 1.12 0.88 3.00 1.00 1.00 2.00 2.95 0.05 1.00 3.00 1.00 Final Sat.: 1600 1796 1404 4800 1600 1600 3200 4722 78 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.03 0.03 0.25 0.02 0.09 0.04 0.44 0.44 0.02 0.26 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 147 Future Year AM Thu Nov 5, 2020 13:04:02 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Bayside Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.747 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 90 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: 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 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1! 0 0 1 0 1 0 1 1 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 376 17 42 47 10 61 72 2768 475 66 1582 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: 376 17 42 47 10 61 72 2768 475 66 1582 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: 376 17 42 47 10 61 72 2768 475 66 1582 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 376 17 42 47 10 61 72 2768 475 66 1582 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: 376 17 42 47 10 61 72 2768 475 66 1582 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: 2.59 0.12 0.29 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.91 0.09 Final Sat.: 4149 188 463 1600 1600 1600 1600 4800 1600 1600 6258 142 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.03 0.01 0.04 0.05 0.58 0.30 0.04 0.25 0.25 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 148 Future Year AM Thu Nov 5, 2020 13:04:03 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Jamboree Rd/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.603 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 57 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 ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 23 335 75 179 264 742 1065 1337 12 65 906 122 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: 23 335 75 179 264 742 1065 1337 12 65 906 122 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: 23 335 75 179 264 0 1065 1337 12 65 906 122 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 335 75 179 264 0 1065 1337 12 65 906 122 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: 23 335 75 179 264 0 1065 1337 12 65 906 122 ------------|---------------||---------------||---------------||---------------| 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 1.63 0.37 1.00 2.00 1.00 3.00 3.96 0.04 2.00 4.00 1.00 Final Sat.: 1600 2615 585 1600 3200 1600 4800 6343 57 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.13 0.13 0.11 0.08 0.00 0.22 0.21 0.21 0.02 0.14 0.08 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 149 Future Year PM Thu Nov 5, 2020 13:04:23 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Scenario Report Scenario: Future Year PM Command: Default Command Volume: Future Year PM Geometry: Default Geometry Impact Fee: Default Impact Fee Trip Generation: Default Trip Generation Trip Distribution: Default Trip Distribution Paths: Default Path Routes: Default Route Configuration: Default Configuration Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 150 Future Year PM Thu Nov 5, 2020 13:04:24 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 3 Irvine Ave/Dover Dr B xxxxx 0.686 B xxxxx 0.686 + 0.000 V/C # 4 Irvine Ave/Westcliff Dr B xxxxx 0.699 B xxxxx 0.699 + 0.000 V/C # 5 Dover Dr/Westcliff Drive A xxxxx 0.465 A xxxxx 0.465 + 0.000 V/C # 6 Dover Dr/Castaways Ln-16th St A xxxxx 0.553 A xxxxx 0.553 + 0.000 V/C # 7 Dover Dr-Bayshore Dr/Coast Hwy C xxxxx 0.736 C xxxxx 0.736 + 0.000 V/C # 8 Bayside Dr/Coast Hwy C xxxxx 0.752 C xxxxx 0.752 + 0.000 V/C # 9 Jamboree Rd/Coast Hwy B xxxxx 0.659 B xxxxx 0.659 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 151 Future Year PM Thu Nov 5, 2020 13:04:24 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Irvine Ave/Dover Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.686 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 59 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 ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 60 748 24 173 1383 74 45 112 55 26 256 301 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: 60 748 24 173 1383 74 45 112 55 26 256 301 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: 60 748 24 173 1383 74 45 112 55 26 256 301 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 60 748 24 173 1383 74 45 112 55 26 256 301 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: 60 748 24 173 1383 74 45 112 55 26 256 301 ------------|---------------||---------------||---------------||---------------| 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 0.67 0.33 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1073 527 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.23 0.02 0.11 0.43 0.05 0.03 0.10 0.10 0.02 0.16 0.19 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 152 Future Year PM Thu Nov 5, 2020 13:04:24 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Irvine Ave/Westcliff Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.699 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 76 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 ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 277 436 40 212 579 412 280 544 136 74 759 98 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: 277 436 40 212 579 412 280 544 136 74 759 98 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: 277 436 40 212 579 412 280 544 136 74 759 98 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 277 436 40 212 579 412 280 544 136 74 759 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: 277 436 40 212 579 412 280 544 136 74 759 98 ------------|---------------||---------------||---------------||---------------| 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 1.60 0.40 1.00 1.77 0.23 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2560 640 1600 2834 366 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.14 0.03 0.07 0.18 0.26 0.09 0.21 0.21 0.05 0.27 0.27 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 153 Future Year PM Thu Nov 5, 2020 13:04:25 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Dover Dr/Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.465 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 43 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 Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 656 650 0 0 360 79 113 0 520 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: 656 650 0 0 360 79 113 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: 656 650 0 0 360 79 113 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 656 650 0 0 360 79 113 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: 656 650 0 0 360 79 113 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 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.21 0.20 0.00 0.00 0.23 0.05 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 154 Future Year PM Thu Nov 5, 2020 13:04:26 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Dover Dr/Castaways Ln-16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.553 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 42 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 Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 200 1251 24 57 836 26 23 20 178 25 13 43 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 200 1251 24 57 836 26 23 20 178 25 13 43 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 200 1251 24 57 836 26 23 20 178 25 13 43 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 200 1251 24 57 836 26 23 20 178 25 13 43 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 200 1251 24 57 836 26 23 20 178 25 13 43 ------------|---------------||---------------||---------------||---------------| 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 0.53 0.47 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 856 744 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.13 0.39 0.02 0.04 0.26 0.02 0.01 0.03 0.11 0.02 0.01 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 155 Future Year PM Thu Nov 5, 2020 13:04:27 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Dover Dr-Bayshore Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.736 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 86 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: 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 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 23 44 46 926 50 139 157 1440 14 38 2232 1513 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: 23 44 46 926 50 139 157 1440 14 38 2232 1513 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: 23 44 46 926 50 139 157 1440 14 38 2232 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 44 46 926 50 139 157 1440 14 38 2232 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: 23 44 46 926 50 139 157 1440 14 38 2232 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 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 4800 1600 1600 3200 4754 46 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.03 0.03 0.19 0.03 0.09 0.05 0.30 0.30 0.02 0.47 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 156 Future Year PM Thu Nov 5, 2020 13:04:27 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Bayside Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.752 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 92 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: 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 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1! 0 0 1 0 1 0 1 1 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 487 25 45 61 23 99 112 1875 417 86 3169 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: 487 25 45 61 23 99 112 1875 417 86 3169 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: 487 25 45 61 23 99 112 1875 417 86 3169 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 487 25 45 61 23 99 112 1875 417 86 3169 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: 487 25 45 61 23 99 112 1875 417 86 3169 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: 2.63 0.13 0.24 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4197 215 388 1600 1600 1600 1600 4800 1600 1600 6283 117 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.12 0.12 0.04 0.01 0.06 0.07 0.39 0.26 0.05 0.50 0.50 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 157 Future Year PM Thu Nov 5, 2020 13:04:27 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Jamboree Rd/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.659 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 67 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 ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 31 226 75 177 497 1381 725 1074 14 125 1940 217 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 31 226 75 177 497 1381 725 1074 14 125 1940 217 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: 31 226 75 177 497 0 725 1074 14 125 1940 217 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 31 226 75 177 497 0 725 1074 14 125 1940 217 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: 31 226 75 177 497 0 725 1074 14 125 1940 217 ------------|---------------||---------------||---------------||---------------| 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 1.50 0.50 1.00 2.00 1.00 3.00 3.95 0.05 2.00 4.00 1.00 Final Sat.: 1600 2403 797 1600 3200 1600 4800 6318 82 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.09 0.09 0.11 0.16 0.00 0.15 0.17 0.17 0.04 0.30 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 158 Future Year Plus Project AMThu Nov 5, 2020 15:55:44 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Scenario Report Scenario: Future Year Plus Project AM Command: Default Command Volume: Future Year plus Project AM Geometry: Default Geometry Impact Fee: Default Impact Fee Trip Generation: Default Trip Generation Trip Distribution: Default Trip Distribution Paths: Default Path Routes: Default Route Configuration: Default Configuration Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 159 Future Year Plus Project AMThu Nov 5, 2020 15:55:44 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 3 Irvine Ave/Dover Dr A xxxxx 0.570 A xxxxx 0.570 + 0.000 V/C # 4 Irvine Ave/Westcliff Dr A xxxxx 0.534 A xxxxx 0.534 + 0.000 V/C # 5 Dover Dr/Westcliff Drive A xxxxx 0.524 A xxxxx 0.524 + 0.000 V/C # 6 Dover Dr/Castaways Ln-16th St B xxxxx 0.638 B xxxxx 0.638 + 0.000 V/C # 7 Dover Dr-Bayshore Dr/Coast Hwy C xxxxx 0.738 C xxxxx 0.738 + 0.000 V/C # 8 Bayside Dr/Coast Hwy C xxxxx 0.749 C xxxxx 0.749 + 0.000 V/C # 9 Jamboree Rd/Coast Hwy B xxxxx 0.606 B xxxxx 0.606 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 160 Future Year Plus Project AMThu Nov 5, 2020 15:55:44 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Irvine Ave/Dover Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.570 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 43 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 Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 57 905 12 151 885 32 72 162 52 11 102 236 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: 57 905 12 151 885 32 72 162 52 11 102 236 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: 57 905 12 151 885 32 72 162 52 11 102 236 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 57 905 12 151 885 32 72 162 52 11 102 236 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: 57 905 12 151 885 32 72 162 52 11 102 236 ------------|---------------||---------------||---------------||---------------| 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 0.76 0.24 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1211 389 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.28 0.01 0.09 0.28 0.02 0.05 0.13 0.13 0.01 0.06 0.15 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 161 Future Year Plus Project AMThu Nov 5, 2020 15:55:45 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Irvine Ave/Westcliff Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.534 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 49 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 Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 245 624 28 244 476 203 296 635 134 36 353 55 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: 245 624 28 244 476 203 296 635 134 36 353 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: 245 624 28 244 476 203 296 635 134 36 353 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 245 624 28 244 476 203 296 635 134 36 353 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: 245 624 28 244 476 203 296 635 134 36 353 55 ------------|---------------||---------------||---------------||---------------| 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 1.65 0.35 1.00 1.73 0.27 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2642 558 1600 2769 431 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.20 0.02 0.08 0.15 0.13 0.09 0.24 0.24 0.02 0.13 0.13 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 162 Future Year Plus Project AMThu Nov 5, 2020 15:55:46 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Dover Dr/Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.524 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 48 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 Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 359 475 0 0 631 87 57 0 704 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: 359 475 0 0 631 87 57 0 704 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: 359 475 0 0 631 87 57 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 359 475 0 0 631 87 57 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: 359 475 0 0 631 87 57 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 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.15 0.00 0.00 0.39 0.05 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 163 Future Year Plus Project AMThu Nov 5, 2020 15:55:47 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Dover Dr/Castaways Ln-16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.638 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 51 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 ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 136 751 27 54 1207 68 35 24 240 42 23 58 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: 136 751 27 54 1207 68 35 24 240 42 23 58 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: 136 751 27 54 1207 68 35 24 240 42 23 58 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 136 751 27 54 1207 68 35 24 240 42 23 58 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: 136 751 27 54 1207 68 35 24 240 42 23 58 ------------|---------------||---------------||---------------||---------------| 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 949 651 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.23 0.02 0.03 0.38 0.04 0.02 0.04 0.15 0.03 0.01 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 164 Future Year Plus Project AMThu Nov 5, 2020 15:55:48 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Dover Dr-Bayshore Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.738 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 87 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: 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 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 24 55 43 1219 39 148 156 2060 34 28 1252 783 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 55 43 1219 39 148 156 2060 34 28 1252 783 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 55 43 1219 39 148 156 2060 34 28 1252 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 55 43 1219 39 148 156 2060 34 28 1252 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 55 43 1219 39 148 156 2060 34 28 1252 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 1.12 0.88 3.00 1.00 1.00 2.00 2.95 0.05 1.00 3.00 1.00 Final Sat.: 1600 1796 1404 4800 1600 1600 3200 4722 78 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.03 0.03 0.25 0.02 0.09 0.05 0.44 0.44 0.02 0.26 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 165 Future Year Plus Project AMThu Nov 5, 2020 15:55:49 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Bayside Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.749 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 91 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: 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 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1! 0 0 1 0 1 0 1 1 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 376 17 42 47 10 61 72 2780 475 66 1600 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: 376 17 42 47 10 61 72 2780 475 66 1600 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: 376 17 42 47 10 61 72 2780 475 66 1600 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 376 17 42 47 10 61 72 2780 475 66 1600 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: 376 17 42 47 10 61 72 2780 475 66 1600 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: 2.59 0.12 0.29 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.91 0.09 Final Sat.: 4149 188 463 1600 1600 1600 1600 4800 1600 1600 6259 141 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.03 0.01 0.04 0.05 0.58 0.30 0.04 0.26 0.26 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 166 Future Year Plus Project AMThu Nov 5, 2020 15:55:49 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Jamboree Rd/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.606 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 58 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 ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 23 335 75 179 264 742 1065 1349 12 65 924 122 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: 23 335 75 179 264 742 1065 1349 12 65 924 122 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: 23 335 75 179 264 0 1065 1349 12 65 924 122 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 335 75 179 264 0 1065 1349 12 65 924 122 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: 23 335 75 179 264 0 1065 1349 12 65 924 122 ------------|---------------||---------------||---------------||---------------| 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 1.63 0.37 1.00 2.00 1.00 3.00 3.96 0.04 2.00 4.00 1.00 Final Sat.: 1600 2615 585 1600 3200 1600 4800 6344 56 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.13 0.13 0.11 0.08 0.00 0.22 0.21 0.21 0.02 0.14 0.08 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 167 Future Year Plus Project PMThu Nov 5, 2020 15:56:20 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Scenario Report Scenario: Future Year Plus Project PM Command: Default Command Volume: Future Year plus Project PM Geometry: Default Geometry Impact Fee: Default Impact Fee Trip Generation: Default Trip Generation Trip Distribution: Default Trip Distribution Paths: Default Path Routes: Default Route Configuration: Default Configuration Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 168 Future Year Plus Project PMThu Nov 5, 2020 15:56:20 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 3 Irvine Ave/Dover Dr B xxxxx 0.693 B xxxxx 0.693 + 0.000 V/C # 4 Irvine Ave/Westcliff Dr C xxxxx 0.732 C xxxxx 0.732 + 0.000 V/C # 5 Dover Dr/Westcliff Drive A xxxxx 0.473 A xxxxx 0.473 + 0.000 V/C # 6 Dover Dr/Castaways Ln-16th St A xxxxx 0.560 A xxxxx 0.560 + 0.000 V/C # 7 Dover Dr-Bayshore Dr/Coast Hwy C xxxxx 0.741 C xxxxx 0.741 + 0.000 V/C # 8 Bayside Dr/Coast Hwy C xxxxx 0.754 C xxxxx 0.754 + 0.000 V/C # 9 Jamboree Rd/Coast Hwy B xxxxx 0.660 B xxxxx 0.660 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 169 Future Year Plus Project PMThu Nov 5, 2020 15:56:20 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Irvine Ave/Dover Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.693 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 60 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 ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 65 758 24 173 1394 74 45 112 60 26 256 301 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: 65 758 24 173 1394 74 45 112 60 26 256 301 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: 65 758 24 173 1394 74 45 112 60 26 256 301 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 65 758 24 173 1394 74 45 112 60 26 256 301 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: 65 758 24 173 1394 74 45 112 60 26 256 301 ------------|---------------||---------------||---------------||---------------| 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 0.65 0.35 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1042 558 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.04 0.24 0.02 0.11 0.44 0.05 0.03 0.11 0.11 0.02 0.16 0.19 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 170 Future Year Plus Project PMThu Nov 5, 2020 15:56:21 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Irvine Ave/Westcliff Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.732 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 85 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: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 277 441 45 212 584 438 305 569 136 79 785 98 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: 277 441 45 212 584 438 305 569 136 79 785 98 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: 277 441 45 212 584 438 305 569 136 79 785 98 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 277 441 45 212 584 438 305 569 136 79 785 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: 277 441 45 212 584 438 305 569 136 79 785 98 ------------|---------------||---------------||---------------||---------------| 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 1.61 0.39 1.00 1.78 0.22 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 2583 617 1600 2845 355 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.09 0.14 0.03 0.07 0.18 0.27 0.10 0.22 0.22 0.05 0.28 0.28 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 171 Future Year Plus Project PMThu Nov 5, 2020 15:56:23 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Dover Dr/Westcliff Drive ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.473 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 43 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 Protected Protected Protected Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 676 650 0 0 360 84 118 0 540 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: 676 650 0 0 360 84 118 0 540 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: 676 650 0 0 360 84 118 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 676 650 0 0 360 84 118 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: 676 650 0 0 360 84 118 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 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.21 0.20 0.00 0.00 0.23 0.05 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 172 Future Year Plus Project PMThu Nov 5, 2020 15:56:24 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Dover Dr/Castaways Ln-16th St ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.560 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 42 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 Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 2 0 1 1 0 2 0 1 0 1 0 0 1 1 0 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 200 1271 24 57 856 26 23 20 178 25 13 43 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 200 1271 24 57 856 26 23 20 178 25 13 43 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 200 1271 24 57 856 26 23 20 178 25 13 43 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 200 1271 24 57 856 26 23 20 178 25 13 43 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 200 1271 24 57 856 26 23 20 178 25 13 43 ------------|---------------||---------------||---------------||---------------| 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 0.53 0.47 1.00 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 856 744 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.13 0.40 0.02 0.04 0.27 0.02 0.01 0.03 0.11 0.02 0.01 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 173 Future Year Plus Project PMThu Nov 5, 2020 15:56:24 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Dover Dr-Bayshore Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.741 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 88 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: 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 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 3 0 1 0 1 2 0 2 1 0 1 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 23 44 46 936 50 149 167 1440 14 38 2232 1523 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: 23 44 46 936 50 149 167 1440 14 38 2232 1523 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: 23 44 46 936 50 149 167 1440 14 38 2232 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 44 46 936 50 149 167 1440 14 38 2232 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: 23 44 46 936 50 149 167 1440 14 38 2232 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 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1600 1600 1600 4800 1600 1600 3200 4754 46 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.03 0.03 0.20 0.03 0.09 0.05 0.30 0.30 0.02 0.47 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 174 Future Year Plus Project PMThu Nov 5, 2020 15:56:25 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 Bayside Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.754 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 93 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: 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 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1! 0 0 1 0 1 0 1 1 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 487 25 45 61 23 99 112 1885 417 86 3179 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: 487 25 45 61 23 99 112 1885 417 86 3179 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: 487 25 45 61 23 99 112 1885 417 86 3179 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 487 25 45 61 23 99 112 1885 417 86 3179 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: 487 25 45 61 23 99 112 1885 417 86 3179 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: 2.63 0.13 0.24 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4197 215 388 1600 1600 1600 1600 4800 1600 1600 6283 117 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.12 0.12 0.12 0.04 0.01 0.06 0.07 0.39 0.26 0.05 0.51 0.51 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 175 Future Year Plus Project PMThu Nov 5, 2020 15:56:25 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 Jamboree Rd/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.660 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxx Optimal Cycle: 67 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 ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 31 226 75 177 497 1381 725 1084 14 125 1950 217 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 31 226 75 177 497 1381 725 1084 14 125 1950 217 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: 31 226 75 177 497 0 725 1084 14 125 1950 217 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 31 226 75 177 497 0 725 1084 14 125 1950 217 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: 31 226 75 177 497 0 725 1084 14 125 1950 217 ------------|---------------||---------------||---------------||---------------| 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 1.50 0.50 1.00 2.00 1.00 3.00 3.95 0.05 2.00 4.00 1.00 Final Sat.: 1600 2403 797 1600 3200 1600 4800 6318 82 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.09 0.09 0.11 0.16 0.00 0.15 0.17 0.17 0.04 0.30 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 176 TRAFFIC IMPACT ANALYSIS NOVEMBER 2020 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 3 RLSO.docx (11/20/20) APPENDIX C OCTA BUS SYSTEM MAP 177 To Los Angeles KNOTTGOLDENWESTGOLDENWESTMALVERN CHAPMAN BOLSA CHICAGRAHAMPC HPCHP C H PC H STANDARDALT O N JEFFR EYMICH E L S O N CAMPUS UNIVERSITY EAST BLUFF TALBERT SLATER GOTHARD MACARTHUR MACARTHUR ELLIS JAMBOREE SUNFLOWER WARNER WARNER NEWPORT REDHILL REDHILL TUSTIN RA NCH BALBO A ED I N G E R EDINGER MCFADDEN WA L N U T NEWPOR TWESTMINSTER 7TH TUSTIN TUSTIN ROSE LAKEE R IA L KRAEMER GLASSELL BATAVIAGRAND BA R R A N C A CA M P U S VON K AR MAN JAMBOREESTATE COLLEGEBRISTOLBRISTOLBR I S T O L UN I V E R S I T Y GARDEN GROVE LA VETA FOOHEWESCH WALNUT MEATS WANDAVALLEY VIEWMAI N CULVER HAR VAR DFLOWERKATELLAKATELLA LAMPSON To Los Angelesvia 105/110 Fwys FAIR BAKER FAIRVIEWFAIRVIEWANAHEIM WILSON VICTORIA ORAN GE PLACENTIABALL BALL TAFT HARBOR19THSEAL BEAC H LOS ALAMITOSNORWALKSTUDEBAKERLINCOLN LINCOLN LINCOL N LA PALMA LANDON LA PALMA LA PALMA EUCLIDEUCLIDEUCLIDWARDBROOKHURSTBROOKHURSTMAGNOLIAMAGNOLIAMAGNOLIAHAMILTON ORANGETHORPE GRIDLEYORANGET H O R P E MIRALOMA BEACHBEACH1ST MAIN COMMONWEALTH YORBA LINDA SUPE RI O R BLUEGUMPC H STANDARDEDINGER MCFADDEN BOLSA 1ST 17TH STATE COLLEGENEW P O R T C E N T E R CHAPMAN MAINKATELLA MAINMAINFAIRVIEWHASTERLEMONANAHEIM WILSON VICTORIAHARBOR HARBORLA PALMA LA EUCLIDMAGNOLIAORANGETHORPE BEACHBEACHPLACENTIA FULLERTON BUENAPARK LA PALMA CYPRESS LOS ALAMITOS WESTMINSTER SANTA ANA FOUNTAIN VALLEY HUNTINGTON BEACH COSTA MESA NEWPORT BEACH STANTON GARDEN GROVE SEAL BEACH ANAHEIM ORA IR FULLERTON TRANSPORTATIONCENTER FULLERTON PARK-AND-RIDE NEWPORT TRANSPORTATIONCENTER GOLDENWESTTRANSPORTATIONCENTER BUENA PARK STATION FULLERTON STATION ANAHEIM CANYONSTATION ARTIC STATION ORANGE STATION SANTA ANA STATION TUSTINSTATION 55 55 55 55 55 76 70 70 66 60 57 57 56 54 53 53 47 47 5747 47 47 543 543 38 37 37 29 29 25 25 25 25 25 24 24 24 24 453 463 463 463862 472 472 473 473472 21 21 21 21 21 21 21 1 1 1 55 55 55 55 55 55 86 86 86 79 79 79 76 72 72 72 71 71 71 167 129 153 153 167 178 178 178 178 178 167 701 721 794 794 794 721 701 206 213 213 213 213 213 213 213 150 150 71 71 71 71 71 70 70 70 66 83 83 83 6464 60 60 60 60 59 59 59 59 59 57 57 57 56 56 56 56 54 53 53X 53X 53 53 50 50 54 50 50 50 50 47 47 47 1 47 46 46 46 43 43 43 43 543 529 529 529 560 560 42 42 42 4242A 42 3838 37 37 35 35 35 33 33 33 30 30 3 30 29 29 29 26 26 26 26 57X 64X64X64X 57X 57X 5 5 5 405 405 22 22 73 73 22 55 55 55 9191 57 57 System Map West/Central County 100 1 200 400 Local Routes (1-99) Routes offering 15 minutes (or less)weekday rush hour frequency Community Routes(100-199) OC Express Routes (200-299) Weekday Rush Hour Only Metrolink Stationlink Routes (400-499) Weekday Rush Hour Only 1 800 City Shuttle (800-899) Rail Stations OC Bus Transit Centers 500 Bravo Limited Stop Service (500-599) 700 Express Service (700-799) Weekday Rush Hour Only 57X Xpress Stop Service OCbus.com For Fullerton, La Habra, Brea, Placentia, Anahem Hills, Tustin, and Villa Park use the North County Ride Guide. | For Irvine, and South County cities use South County Ride Guide OC Flex Zones Unlimited rides only $5 a day! Zones serving parts of Huntington Beach/ Westminster and Aliso Viejo/ Laguna Niguel/ Mission Viejo. Project Site 178 TRAFFIC IMPACT ANALYSIS NOVEMBER 2020 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 3 RLSO.docx «11/20/20» APPENDIX D CITY’S REGIONAL TRAFFIC ANNUAL GROWTH RATE TABLE 179 CCITY OF NEWPORT BEACH REGIONAL TRAFFIC ANNUAL GROWTH RATE COAST HIGHWAY East city limit to MacArthur Boulevard 1% MacArthur Boulevard to Jamboree Road 1% Jamboree Road to Newport Boulevard 1% Newport Boulevard to west city limit 1% IRVINE AVENUE All 1% JAMBOREE ROAD Coast Highway to San Joaquin Hills Road 1% San Joaquin Hills Road to Bison Avenue 1% Bison Ave to Bristol Street 1% Bristol Street to Campus Drive 1% MACARTHUR BOULEVARD Coast Highway to San Joaquin Hills 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. 180 TRAFFIC IMPACT ANALYSIS NOVEMBER 2020 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 3 RLSO.docx «11/20/20» APPENDIX E APPROVED PROJECTS INFORMATION 181 182 183 184 185 TRAFFIC IMPACT ANALYSIS NOVEMBER 2020 WESTCLIFF PLAZA RESTAURANTS PROJECT NEWPORT BEACH, CALIFORNIA \\vcorp12\projects\CNB1702.03\doc\TIA 3 RLSO.docx «11/20/20» APPENDIX F HCM WORKSHEETS 186 HCM 6th Signalized Intersection Summary 1: Riverside Avenue & Coast Highway 11/06/2020 Westcliff Plaza Restaurants 11/06/2020 Existing AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 211 2156 7 10 1214 59 13 1 7 76 2 261 Future Volume (veh/h) 211 2156 7 10 1214 59 13 1 7 76 2 261 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 229 2343 8 11 1320 64 14 1 8 83 2 284 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 Percent Heavy Veh, % 222222222222 Cap, veh/h 264 2471 8 23 2783 864 155 21 65 321 7 519 Arrive On Green 0.15 0.68 0.68 0.01 0.55 0.55 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1781 3633 12 1781 5106 1585 562 118 363 1419 39 1585 Grp Volume(v), veh/h 229 1145 1206 11 1320 64 23 0 0 85 0 284 Grp Sat Flow(s),veh/h/ln 1781 1777 1868 1781 1702 1585 1044 0 0 1458 0 1585 Q Serve(g_s), s 13.3 61.3 61.5 0.6 16.8 2.0 0.1 0.0 0.0 0.0 0.0 15.5 Cycle Q Clear(g_c), s 13.3 61.3 61.5 0.6 16.8 2.0 5.0 0.0 0.0 4.9 0.0 15.5 Prop In Lane 1.00 0.01 1.00 1.00 0.61 0.35 0.98 1.00 Lane Grp Cap(c), veh/h 264 1209 1271 23 2783 864 241 0 0 328 0 519 V/C Ratio(X) 0.87 0.95 0.95 0.47 0.47 0.07 0.10 0.00 0.00 0.26 0.00 0.55 Avail Cap(c_a), veh/h 406 1219 1282 86 2783 864 241 0 0 328 0 519 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.0 15.2 15.2 51.8 14.8 11.4 36.2 0.0 0.0 37.7 0.0 29.1 Incr Delay (d2), s/veh 11.7 14.9 14.6 14.2 0.1 0.0 0.8 0.0 0.0 1.9 0.0 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.7 25.9 27.2 0.4 6.2 0.7 0.5 0.0 0.0 2.1 0.0 6.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.6 30.1 29.8 65.9 14.9 11.4 36.9 0.0 0.0 39.6 0.0 33.2 LnGrp LOS E C C E B B D A A D A C Approach Vol, veh/h 2580 1395 23 369 Approach Delay, s/veh 32.2 15.1 36.9 34.7 Approach LOS C B D C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.4 5.9 76.4 23.4 20.2 62.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.9 5.1 72.5 18.9 24.1 53.5 Max Q Clear Time (g_c+I1), s 7.0 2.6 63.5 17.5 15.3 18.8 Green Ext Time (p_c), s 0.0 0.0 8.4 0.2 0.4 12.9 Intersection Summary HCM 6th Ctrl Delay 27.0 HCM 6th LOS C 187 HCM 6th Signalized Intersection Summary 2: Tustin Avenue & Coast Highway 11/06/2020 Westcliff Plaza Restaurants 11/06/2020 Existing AM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 41 2087 1 0 1202 51 2 0 0 36 0 16 Future Volume (veh/h) 41 2087 1 0 1202 51 2 0 0 36 0 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 45 2268 1 0 1307 55 2 0 0 39 0 17 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 Percent Heavy Veh, % 222022222222 Cap, veh/h 67 2509 1 0 3013 127 385 0 0 273 12 94 Arrive On Green 0.04 0.69 0.69 0.00 0.60 0.60 0.21 0.00 0.00 0.21 0.00 0.21 Sat Flow, veh/h 1781 3645 2 0 5193 211 1450 0 0 972 58 449 Grp Volume(v), veh/h 45 1105 1164 0 885 477 2 0 0 56 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1870 0 1702 1832 1450 0 0 1479 0 0 Q Serve(g_s), s 2.2 45.3 45.3 0.0 12.4 12.4 0.0 0.0 0.0 1.7 0.0 0.0 Cycle Q Clear(g_c), s 2.2 45.3 45.3 0.0 12.4 12.4 0.1 0.0 0.0 2.6 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.12 1.00 0.00 0.70 0.30 Lane Grp Cap(c), veh/h 67 1223 1287 0 2041 1099 386 0 0 379 0 0 V/C Ratio(X) 0.67 0.90 0.90 0.00 0.43 0.43 0.01 0.00 0.00 0.15 0.00 0.00 Avail Cap(c_a), veh/h 131 1258 1324 0 2041 1099 386 0 0 379 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 41.9 11.3 11.3 0.0 9.6 9.6 27.6 0.0 0.0 28.5 0.0 0.0 Incr Delay (d2), s/veh 10.8 9.2 8.8 0.0 0.1 0.3 0.0 0.0 0.0 0.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 17.0 17.8 0.0 4.2 4.5 0.0 0.0 0.0 1.0 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.7 20.6 20.2 0.0 9.7 9.8 27.6 0.0 0.0 29.4 0.0 0.0 LnGrp LOS D C C A A A C A A C A A Approach Vol, veh/h 2314 1362 2 56 Approach Delay, s/veh 21.0 9.8 27.6 29.4 Approach LOS C A C C Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 23.0 65.2 23.0 7.8 57.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 62.5 18.5 6.5 51.5 Max Q Clear Time (g_c+I1), s 2.1 47.3 4.6 4.2 14.4 Green Ext Time (p_c), s 0.0 13.5 0.2 0.0 12.5 Intersection Summary HCM 6th Ctrl Delay 17.0 HCM 6th LOS B 188 HCM 6th Signalized Intersection Summary 7: Bayshore Drive/Dover Drive & Coast Highway 11/06/2020 Westcliff Plaza Restaurants 11/06/2020 Existing AM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 124 1963 33 27 1167 724 24 55 43 1170 39 124 Future Volume (veh/h) 124 1963 33 27 1167 724 24 55 43 1170 39 124 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 135 2134 36 29 1268 0 26 60 47 1272 42 135 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 Percent Heavy Veh, % 222222222222 Cap, veh/h 184 2259 38 43 2083 252 281 199 1339 498 422 Arrive On Green 0.05 0.44 0.44 0.02 0.41 0.00 0.14 0.14 0.14 0.27 0.27 0.27 Sat Flow, veh/h 3456 5172 87 1781 5106 1585 1781 1987 1407 5023 1870 1585 Grp Volume(v), veh/h 135 1404 766 29 1268 0 26 53 54 1272 42 135 Grp Sat Flow(s),veh/h/ln 1728 1702 1855 1781 1702 1585 1781 1777 1617 1674 1870 1585 Q Serve(g_s), s 5.3 54.4 54.6 2.2 26.9 0.0 1.8 3.6 4.1 34.2 2.3 9.4 Cycle Q Clear(g_c), s 5.3 54.4 54.6 2.2 26.9 0.0 1.8 3.6 4.1 34.2 2.3 9.4 Prop In Lane 1.00 0.05 1.00 1.00 1.00 0.87 1.00 1.00 Lane Grp Cap(c), veh/h 184 1487 810 43 2083 252 252 229 1339 498 422 V/C Ratio(X)0.73 0.94 0.95 0.67 0.61 0.10 0.21 0.24 0.95 0.08 0.32 Avail Cap(c_a), veh/h 243 1496 815 66 2083 252 252 229 1346 501 425 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.2 37.2 37.2 66.6 32.1 0.0 51.5 52.3 52.5 49.6 37.9 40.5 Incr Delay (d2), s/veh 7.6 12.4 19.5 16.3 0.5 0.0 0.8 1.9 2.4 14.3 0.1 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 24.8 28.8 1.2 11.2 0.0 0.8 1.8 1.8 16.1 1.1 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 71.8 49.5 56.7 83.0 32.6 0.0 52.3 54.2 54.9 63.9 38.0 40.9 LnGrp LOS E D E F C D D D E D D Approach Vol, veh/h 2305 1297 A 133 1449 Approach Delay, s/veh 53.2 33.8 54.1 61.0 Approach LOS D C D E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 7.9 64.6 41.2 11.8 60.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 5.1 60.5 36.9 9.7 55.9 Max Q Clear Time (g_c+I1), s 6.1 4.2 56.6 36.2 7.3 28.9 Green Ext Time (p_c), s 0.5 0.0 3.5 0.4 0.1 10.8 Intersection Summary HCM 6th Ctrl Delay 50.6 HCM 6th LOS D Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 189 HCM 6th Signalized Intersection Summary 8: Bayside Drive & Coast Highway 11/06/2020 Westcliff Plaza Restaurants 11/06/2020 Existing AM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 32 2665 466 62 1492 20 375 11 42 29 6 37 Future Volume (veh/h) 32 2665 466 62 1492 20 375 11 42 29 6 37 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 35 2897 507 67 1622 22 359 80 46 32 7 40 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 Percent Heavy Veh, % 222222222222 Cap, veh/h 48 3285 1020 85 4377 59 491 153 88 69 72 61 Arrive On Green 0.03 0.64 0.64 0.05 0.66 0.66 0.14 0.14 0.14 0.04 0.04 0.04 Sat Flow, veh/h 1781 5106 1585 1781 6590 89 3563 1114 641 1781 1870 1585 Grp Volume(v), veh/h 35 2897 507 67 1188 456 359 0 126 32 7 40 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1609 1854 1781 0 1755 1781 1870 1585 Q Serve(g_s), s 2.6 63.5 22.8 5.1 14.9 14.9 13.1 0.0 9.1 2.4 0.5 3.4 Cycle Q Clear(g_c), s 2.6 63.5 22.8 5.1 14.9 14.9 13.1 0.0 9.1 2.4 0.5 3.4 Prop In Lane 1.00 1.00 1.00 0.05 1.00 0.37 1.00 1.00 Lane Grp Cap(c), veh/h 48 3285 1020 85 3205 1231 491 0 242 69 72 61 V/C Ratio(X) 0.73 0.88 0.50 0.79 0.37 0.37 0.73 0.00 0.52 0.47 0.10 0.65 Avail Cap(c_a), veh/h 172 3328 1033 89 3205 1231 491 0 242 236 248 210 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.6 20.0 12.7 64.0 10.2 10.2 56.1 0.0 54.4 63.9 63.0 64.4 Incr Delay (d2), s/veh 18.8 3.1 0.4 34.9 0.1 0.2 9.3 0.0 7.8 4.8 0.6 11.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 24.5 8.0 3.1 5.1 6.0 6.5 0.0 4.5 1.2 0.2 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 84.3 23.0 13.1 98.9 10.2 10.3 65.4 0.0 62.2 68.7 63.6 75.6 LnGrp LOS FCBFBBEAEEEE Approach Vol, veh/h 3439 1711 485 79 Approach Delay, s/veh 22.2 13.7 64.6 71.8 Approach LOS C B E E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.2 11.0 91.8 9.7 8.2 94.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.7 6.8 88.5 18.0 13.1 82.2 Max Q Clear Time (g_c+I1), s 15.1 7.1 65.5 5.4 4.6 16.9 Green Ext Time (p_c), s 0.8 0.0 21.8 0.1 0.0 19.0 Intersection Summary HCM 6th Ctrl Delay 23.9 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. 190 HCM 6th Signalized Intersection Summary 1: Riverside Avenue & Coast Highway 11/06/2020 Westcliff Plaza Restaurants 11/06/2020 Existing PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 243 1484 15 29 2419 38 12 2 15 82 10 475 Future Volume (veh/h) 243 1484 15 29 2419 38 12 2 15 82 10 475 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 264 1613 16 32 2629 41 13 2 16 89 11 516 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 Percent Heavy Veh, % 222222222222 Cap, veh/h 267 2173 22 54 2468 766 141 38 130 359 40 581 Arrive On Green 0.15 0.60 0.60 0.03 0.48 0.48 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1781 3605 36 1781 5106 1585 387 176 601 1309 186 1585 Grp Volume(v), veh/h 264 794 835 32 2629 41 31 0 0 100 0 516 Grp Sat Flow(s),veh/h/ln 1781 1777 1864 1781 1702 1585 1164 0 0 1495 0 1585 Q Serve(g_s), s 13.3 28.9 29.0 1.6 43.5 1.2 0.0 0.0 0.0 0.0 0.0 19.5 Cycle Q Clear(g_c), s 13.3 28.9 29.0 1.6 43.5 1.2 4.5 0.0 0.0 4.4 0.0 19.5 Prop In Lane 1.00 0.02 1.00 1.00 0.42 0.52 0.89 1.00 Lane Grp Cap(c), veh/h 267 1071 1123 54 2468 766 309 0 0 399 0 581 V/C Ratio(X) 0.99 0.74 0.74 0.59 1.07 0.05 0.10 0.00 0.00 0.25 0.00 0.89 Avail Cap(c_a), veh/h 267 1071 1123 101 2468 766 309 0 0 399 0 581 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 38.2 12.8 12.9 43.1 23.3 12.3 28.1 0.0 0.0 29.3 0.0 26.8 Incr Delay (d2), s/veh 51.6 2.8 2.7 9.7 38.5 0.0 0.6 0.0 0.0 1.5 0.0 18.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.5 11.0 11.5 0.8 24.7 0.4 0.6 0.0 0.0 1.9 0.0 12.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 89.8 15.6 15.6 52.7 61.7 12.4 28.8 0.0 0.0 30.8 0.0 44.8 LnGrp LOS F B B D F B C A A C A D Approach Vol, veh/h 1893 2702 31 616 Approach Delay, s/veh 25.9 60.9 28.8 42.5 Approach LOS C E C D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 7.3 58.7 24.0 18.0 48.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 5.1 51.9 19.5 13.5 43.5 Max Q Clear Time (g_c+I1), s 6.5 3.6 31.0 21.5 15.3 45.5 Green Ext Time (p_c), s 0.1 0.0 12.6 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 45.9 HCM 6th LOS D 191 HCM 6th Signalized Intersection Summary 2: Tustin Avenue & Coast Highway 11/06/2020 Westcliff Plaza Restaurants 11/06/2020 Existing PM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 82 1531 0 0 2304 51 0 0 1 37 1 48 Future Volume (veh/h) 82 1531 0 0 2304 51 0 0 1 37 1 48 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 89 1664 0 0 2504 55 0 0 1 40 1 52 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 Percent Heavy Veh, % 222022222222 Cap, veh/h 114 2279 0 0 2677 59 0 0 389 203 28 211 Arrive On Green 0.06 0.64 0.00 0.00 0.52 0.52 0.00 0.00 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3647 0 0 5310 112 0 0 1585 562 115 859 Grp Volume(v), veh/h 89 1664 0 0 1654 905 0 0 1 93 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 0 0 1702 1850 0 0 1585 1536 0 0 Q Serve(g_s), s 3.9 25.1 0.0 0.0 36.0 36.4 0.0 0.0 0.0 0.9 0.0 0.0 Cycle Q Clear(g_c), s 3.9 25.1 0.0 0.0 36.0 36.4 0.0 0.0 0.0 3.6 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.06 0.00 1.00 0.43 0.56 Lane Grp Cap(c), veh/h 114 2279 0 0 1772 963 0 0 389 442 0 0 V/C Ratio(X) 0.78 0.73 0.00 0.00 0.93 0.94 0.00 0.00 0.00 0.21 0.00 0.00 Avail Cap(c_a), veh/h 123 2304 0 0 1778 966 0 0 389 442 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 36.6 9.6 0.0 0.0 17.8 17.9 0.0 0.0 22.6 23.9 0.0 0.0 Incr Delay (d2), s/veh 25.3 1.2 0.0 0.0 9.6 16.3 0.0 0.0 0.0 1.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 8.2 0.0 0.0 14.7 18.0 0.0 0.0 0.0 1.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.9 10.8 0.0 0.0 27.4 34.1 0.0 0.0 22.7 25.0 0.0 0.0 LnGrp LOS EBAACCAACCAA Approach Vol, veh/h 1753 2559 1 93 Approach Delay, s/veh 13.4 29.8 22.7 25.0 Approach LOS B C C C Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 55.4 24.0 9.6 45.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 51.5 19.5 5.5 41.5 Max Q Clear Time (g_c+I1), s 2.0 27.1 5.6 5.9 38.4 Green Ext Time (p_c), s 0.0 14.9 0.3 0.0 2.9 Intersection Summary HCM 6th Ctrl Delay 23.1 HCM 6th LOS C 192 HCM 6th Signalized Intersection Summary 7: Bayshore Drive/Dover Drive & Coast Highway 11/06/2020 Westcliff Plaza Restaurants 11/06/2020 Existing PM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 138 1331 14 37 2101 1434 23 44 46 882 50 127 Future Volume (veh/h) 138 1331 14 37 2101 1434 23 44 46 882 50 127 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 150 1447 15 40 2284 0 25 48 50 959 54 138 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 Percent Heavy Veh, % 222222222222 Cap, veh/h 177 2815 29 52 2645 237 237 211 876 326 276 Arrive On Green 0.05 0.54 0.54 0.03 0.52 0.00 0.13 0.13 0.13 0.17 0.17 0.17 Sat Flow, veh/h 3456 5211 54 1781 5106 1585 1781 1777 1585 5023 1870 1585 Grp Volume(v), veh/h 150 945 517 40 2284 0 25 48 50 959 54 138 Grp Sat Flow(s),veh/h/ln 1728 1702 1861 1781 1702 1585 1781 1777 1585 1674 1870 1585 Q Serve(g_s), s 6.3 25.9 25.9 3.3 57.1 0.0 1.8 3.5 4.1 25.5 3.6 11.5 Cycle Q Clear(g_c), s 6.3 25.9 25.9 3.3 57.1 0.0 1.8 3.5 4.1 25.5 3.6 11.5 Prop In Lane 1.00 0.03 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 177 1839 1005 52 2645 237 237 211 876 326 276 V/C Ratio(X)0.85 0.51 0.51 0.77 0.86 0.11 0.20 0.24 1.10 0.17 0.50 Avail Cap(c_a), veh/h 177 1839 1005 111 2775 237 237 211 876 326 276 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.8 21.4 21.4 70.5 30.7 0.0 55.7 56.5 56.7 60.4 51.3 54.6 Incr Delay (d2), s/veh 29.7 0.2 0.4 21.4 3.0 0.0 0.9 1.9 2.6 59.8 0.2 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 10.4 11.4 1.8 23.7 0.0 0.9 1.7 1.8 15.7 1.7 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 98.6 21.6 21.8 91.9 33.7 0.0 56.6 58.4 59.3 120.1 51.6 56.0 LnGrp LOS F C C F C E E E F D E Approach Vol, veh/h 1612 2324 A 123 1151 Approach Delay, s/veh 28.9 34.7 58.4 109.2 Approach LOS C C E F Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 8.7 83.5 30.0 12.0 80.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 9.1 77.9 25.5 7.5 79.5 Max Q Clear Time (g_c+I1), s 6.1 5.3 27.9 27.5 8.3 59.1 Green Ext Time (p_c), s 0.4 0.0 15.0 0.0 0.0 16.7 Intersection Summary HCM 6th Ctrl Delay 49.9 HCM 6th LOS D Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 193 HCM 6th Signalized Intersection Summary 8: Bayside Drive & Coast Highway 11/06/2020 Westcliff Plaza Restaurants 11/06/2020 Existing PM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 56 1780 408 74 3036 27 482 19 45 34 15 47 Future Volume (veh/h) 56 1780 408 74 3036 27 482 19 45 34 15 47 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 61 1935 443 80 3300 29 460 111 49 37 16 51 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 Percent Heavy Veh, % 222222222222 Cap, veh/h 79 3043 945 101 4035 35 577 199 88 84 89 75 Arrive On Green 0.04 0.60 0.60 0.06 0.61 0.61 0.16 0.16 0.16 0.05 0.05 0.05 Sat Flow, veh/h 1781 5106 1585 1781 6627 58 3563 1230 543 1781 1870 1585 Grp Volume(v), veh/h 61 1935 443 80 2401 928 460 0 160 37 16 51 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1609 1860 1781 0 1773 1781 1870 1585 Q Serve(g_s), s 4.4 32.3 20.5 5.8 50.7 51.0 16.3 0.0 10.9 2.6 1.1 4.1 Cycle Q Clear(g_c), s 4.4 32.3 20.5 5.8 50.7 51.0 16.3 0.0 10.9 2.6 1.1 4.1 Prop In Lane 1.00 1.00 1.00 0.03 1.00 0.31 1.00 1.00 Lane Grp Cap(c), veh/h 79 3043 945 101 2938 1132 577 0 287 84 89 75 V/C Ratio(X) 0.78 0.64 0.47 0.79 0.82 0.82 0.80 0.00 0.56 0.44 0.18 0.68 Avail Cap(c_a), veh/h 154 3043 945 208 3006 1159 577 0 287 245 257 218 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.9 17.2 14.8 60.9 19.9 20.0 52.7 0.0 50.5 60.6 59.9 61.3 Incr Delay (d2), s/veh 15.0 0.4 0.4 12.6 1.8 4.7 10.9 0.0 7.6 3.5 1.0 10.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 12.4 7.3 3.0 18.6 22.5 8.2 0.0 5.5 1.3 0.5 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 76.9 17.6 15.2 73.5 21.7 24.7 63.6 0.0 58.1 64.2 60.8 71.5 LnGrp LOS EBBECCEAEEEE Approach Vol, veh/h 2439 3409 620 104 Approach Delay, s/veh 18.7 23.8 62.2 67.3 Approach LOS B C E E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 25.7 12.0 82.5 10.7 10.3 84.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.2 15.3 77.5 18.0 11.3 81.5 Max Q Clear Time (g_c+I1), s 18.3 7.8 34.3 6.1 6.4 53.0 Green Ext Time (p_c), s 0.8 0.1 27.3 0.2 0.0 26.7 Intersection Summary HCM 6th Ctrl Delay 26.2 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. 194 HCM 6th Signalized Intersection Summary 1: Riverside Avenue & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 215 2272 7 10 1312 60 13 1 7 77 2 261 Future Volume (veh/h) 215 2272 7 10 1312 60 13 1 7 77 2 261 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 234 2470 8 11 1426 65 14 1 8 84 2 284 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 Percent Heavy Veh, % 222222222222 Cap, veh/h 267 2572 8 23 2916 905 133 19 54 286 6 495 Arrive On Green 0.15 0.71 0.71 0.01 0.57 0.57 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1781 3633 12 1781 5106 1585 510 115 333 1380 38 1585 Grp Volume(v), veh/h 234 1207 1271 11 1426 65 23 0 0 86 0 284 Grp Sat Flow(s),veh/h/ln 1781 1777 1868 1781 1702 1585 958 0 0 1418 0 1585 Q Serve(g_s), s 14.9 71.8 72.1 0.7 19.3 2.1 0.1 0.0 0.0 0.0 0.0 17.4 Cycle Q Clear(g_c), s 14.9 71.8 72.1 0.7 19.3 2.1 6.3 0.0 0.0 6.2 0.0 17.4 Prop In Lane 1.00 0.01 1.00 1.00 0.61 0.35 0.98 1.00 Lane Grp Cap(c), veh/h 267 1258 1322 23 2916 905 206 0 0 292 0 495 V/C Ratio(X) 0.88 0.96 0.96 0.48 0.49 0.07 0.11 0.00 0.00 0.29 0.00 0.57 Avail Cap(c_a), veh/h 404 1264 1329 78 2916 905 206 0 0 292 0 495 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.3 15.4 15.5 56.9 14.8 11.1 41.3 0.0 0.0 43.2 0.0 33.4 Incr Delay (d2), s/veh 13.3 16.6 16.2 14.7 0.1 0.0 1.1 0.0 0.0 2.5 0.0 4.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.6 30.4 31.9 0.4 7.2 0.7 0.6 0.0 0.0 2.4 0.0 7.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.6 32.0 31.7 71.6 14.9 11.2 42.4 0.0 0.0 45.8 0.0 38.2 LnGrp LOS E C C E B B D A A D A D Approach Vol, veh/h 2712 1502 23 370 Approach Delay, s/veh 34.4 15.2 42.4 39.9 Approach LOS C B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.4 6.0 86.6 23.4 21.9 70.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.9 5.1 82.5 18.9 26.3 61.3 Max Q Clear Time (g_c+I1), s 8.3 2.7 74.1 19.4 16.9 21.3 Green Ext Time (p_c), s 0.0 0.0 8.0 0.0 0.5 15.0 Intersection Summary HCM 6th Ctrl Delay 28.6 HCM 6th LOS C 195 HCM 6th Signalized Intersection Summary 2: Tustin Avenue & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future AM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 2202 1 0 1300 52 2 0 0 36 0 16 Future Volume (veh/h) 42 2202 1 0 1300 52 2 0 0 36 0 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 46 2393 1 0 1413 57 2 0 0 39 0 17 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 Percent Heavy Veh, % 222022222222 Cap, veh/h 68 2526 1 0 3044 123 380 0 0 269 12 93 Arrive On Green 0.04 0.69 0.69 0.00 0.60 0.60 0.21 0.00 0.00 0.21 0.00 0.21 Sat Flow, veh/h 1781 3645 2 0 5203 203 1451 0 0 972 58 449 Grp Volume(v), veh/h 46 1166 1228 0 955 515 2 0 0 56 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1870 0 1702 1834 1451 0 0 1479 0 0 Q Serve(g_s), s 2.3 52.5 52.6 0.0 13.8 13.8 0.0 0.0 0.0 1.8 0.0 0.0 Cycle Q Clear(g_c), s 2.3 52.5 52.6 0.0 13.8 13.8 0.1 0.0 0.0 2.6 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.11 1.00 0.00 0.70 0.30 Lane Grp Cap(c), veh/h 68 1231 1296 0 2058 1109 380 0 0 374 0 0 V/C Ratio(X) 0.68 0.95 0.95 0.00 0.46 0.46 0.01 0.00 0.00 0.15 0.00 0.00 Avail Cap(c_a), veh/h 131 1240 1305 0 2058 1109 380 0 0 374 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 42.5 12.3 12.3 0.0 9.7 9.7 28.2 0.0 0.0 29.2 0.0 0.0 Incr Delay (d2), s/veh 11.2 14.7 14.2 0.0 0.2 0.3 0.0 0.0 0.0 0.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 21.1 22.1 0.0 4.7 5.1 0.0 0.0 0.0 1.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.8 27.0 26.5 0.0 9.9 10.0 28.2 0.0 0.0 30.0 0.0 0.0 LnGrp LOS D C C A A B C A A C A A Approach Vol, veh/h 2440 1470 2 56 Approach Delay, s/veh 27.2 9.9 28.2 30.0 Approach LOS C A C C Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 23.0 66.6 23.0 7.9 58.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 62.5 18.5 6.6 51.4 Max Q Clear Time (g_c+I1), s 2.1 54.6 4.6 4.3 15.8 Green Ext Time (p_c), s 0.0 7.5 0.2 0.0 13.8 Intersection Summary HCM 6th Ctrl Delay 20.9 HCM 6th LOS C 196 HCM 6th Signalized Intersection Summary 7: Bayshore Drive/Dover Drive & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future AM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 138 2060 34 28 1252 765 24 55 43 1207 39 136 Future Volume (veh/h) 138 2060 34 28 1252 765 24 55 43 1207 39 136 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 150 2239 37 30 1361 0 26 60 47 1312 42 148 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 Percent Heavy Veh, % 222222222222 Cap, veh/h 199 2263 37 44 2066 251 280 198 1340 499 423 Arrive On Green 0.06 0.44 0.44 0.02 0.40 0.00 0.14 0.14 0.14 0.27 0.27 0.27 Sat Flow, veh/h 3456 5174 85 1781 5106 1585 1781 1987 1407 5023 1870 1585 Grp Volume(v), veh/h 150 1472 804 30 1361 0 26 53 54 1312 42 148 Grp Sat Flow(s),veh/h/ln 1728 1702 1855 1781 1702 1585 1781 1777 1617 1674 1870 1585 Q Serve(g_s), s 5.9 59.3 59.6 2.3 29.9 0.0 1.8 3.7 4.1 35.9 2.3 10.4 Cycle Q Clear(g_c), s 5.9 59.3 59.6 2.3 29.9 0.0 1.8 3.7 4.1 35.9 2.3 10.4 Prop In Lane 1.00 0.05 1.00 1.00 1.00 0.87 1.00 1.00 Lane Grp Cap(c), veh/h 199 1489 811 44 2066 251 250 228 1340 499 423 V/C Ratio(X)0.75 0.99 0.99 0.68 0.66 0.10 0.21 0.24 0.98 0.08 0.35 Avail Cap(c_a), veh/h 242 1489 811 66 2066 251 250 228 1340 499 423 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.2 38.6 38.6 66.9 33.4 0.0 51.8 52.6 52.8 50.3 38.0 41.0 Incr Delay (d2), s/veh 10.2 20.6 29.3 16.9 0.8 0.0 0.8 1.9 2.4 19.7 0.1 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 28.6 33.2 1.3 12.5 0.0 0.9 1.8 1.8 17.4 1.1 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 74.4 59.1 67.9 83.8 34.2 0.0 52.6 54.5 55.2 70.0 38.1 41.5 LnGrp LOS E E E F C D D E E D D Approach Vol, veh/h 2426 1391 A 133 1502 Approach Delay, s/veh 63.0 35.3 54.4 66.3 Approach LOS E D D E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 7.9 65.0 41.4 12.5 60.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 5.1 60.5 36.9 9.7 55.9 Max Q Clear Time (g_c+I1), s 6.1 4.3 61.6 37.9 7.9 31.9 Green Ext Time (p_c), s 0.5 0.0 0.0 0.0 0.1 11.1 Intersection Summary HCM 6th Ctrl Delay 56.6 HCM 6th LOS E Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 197 HCM 6th Signalized Intersection Summary 8: Bayside Drive & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future AM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 2768 475 66 1582 36 376 17 42 47 10 61 Future Volume (veh/h) 72 2768 475 66 1582 36 376 17 42 47 10 61 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 78 3009 516 72 1720 39 362 84 46 51 11 66 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 Percent Heavy Veh, % 222222222222 Cap, veh/h 98 3226 1001 87 4078 92 477 152 83 101 106 90 Arrive On Green 0.06 0.63 0.63 0.05 0.63 0.63 0.13 0.13 0.13 0.06 0.06 0.06 Sat Flow, veh/h 1781 5106 1585 1781 6521 148 3563 1136 622 1781 1870 1585 Grp Volume(v), veh/h 78 3009 516 72 1273 486 362 0 130 51 11 66 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1609 1844 1781 0 1758 1781 1870 1585 Q Serve(g_s), s 6.0 73.8 24.8 5.6 18.7 18.7 13.7 0.0 9.7 3.9 0.8 5.7 Cycle Q Clear(g_c), s 6.0 73.8 24.8 5.6 18.7 18.7 13.7 0.0 9.7 3.9 0.8 5.7 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.35 1.00 1.00 Lane Grp Cap(c), veh/h 98 3226 1001 87 3017 1153 477 0 236 101 106 90 V/C Ratio(X) 0.79 0.93 0.52 0.83 0.42 0.42 0.76 0.00 0.55 0.51 0.10 0.74 Avail Cap(c_a), veh/h 167 3237 1005 87 3017 1153 477 0 236 230 241 204 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.2 23.0 14.0 65.8 13.3 13.3 58.3 0.0 56.5 63.9 62.5 64.8 Incr Delay (d2), s/veh 13.3 5.8 0.5 46.2 0.1 0.2 10.8 0.0 9.0 3.9 0.4 11.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 29.6 8.9 3.7 6.7 7.8 6.9 0.0 4.9 1.9 0.4 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 78.4 28.8 14.5 112.0 13.4 13.6 69.0 0.0 65.5 67.8 62.9 75.9 LnGrp LOS ECBFBBEAEEEE Approach Vol, veh/h 3603 1831 492 128 Approach Delay, s/veh 27.8 17.3 68.1 71.5 Approach LOS C B E E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.2 11.3 92.7 12.4 12.2 91.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.7 6.8 88.5 18.0 13.1 82.2 Max Q Clear Time (g_c+I1), s 15.7 7.6 75.8 7.7 8.0 20.7 Green Ext Time (p_c), s 0.7 0.0 12.4 0.2 0.1 21.2 Intersection Summary HCM 6th Ctrl Delay 28.9 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. 198 HCM 6th Signalized Intersection Summary 1: Riverside Avenue & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 248 1614 15 30 2567 40 12 2 15 83 10 475 Future Volume (veh/h) 248 1614 15 30 2567 40 12 2 15 83 10 475 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 270 1754 16 33 2790 43 13 2 16 90 11 516 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 Percent Heavy Veh, % 222222222222 Cap, veh/h 283 2422 22 51 2762 857 96 28 83 265 29 533 Arrive On Green 0.16 0.67 0.67 0.03 0.54 0.54 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1781 3608 33 1781 5106 1585 277 160 466 1144 163 1585 Grp Volume(v), veh/h 270 863 907 33 2790 43 31 0 0 101 0 516 Grp Sat Flow(s),veh/h/ln 1781 1777 1864 1781 1702 1585 903 0 0 1307 0 1585 Q Serve(g_s), s 16.5 34.1 34.3 2.0 59.5 1.4 0.2 0.0 0.0 0.0 0.0 19.5 Cycle Q Clear(g_c), s 16.5 34.1 34.3 2.0 59.5 1.4 8.8 0.0 0.0 8.7 0.0 19.5 Prop In Lane 1.00 0.02 1.00 1.00 0.42 0.52 0.89 1.00 Lane Grp Cap(c), veh/h 283 1192 1251 51 2762 857 207 0 0 294 0 533 V/C Ratio(X) 0.95 0.72 0.73 0.64 1.01 0.05 0.15 0.00 0.00 0.34 0.00 0.97 Avail Cap(c_a), veh/h 283 1192 1251 102 2762 857 207 0 0 294 0 533 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 45.8 11.6 11.6 52.8 25.3 11.9 38.1 0.0 0.0 40.7 0.0 35.9 Incr Delay (d2), s/veh 40.7 2.2 2.1 12.6 19.7 0.0 1.5 0.0 0.0 3.2 0.0 31.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.5 12.7 13.4 1.1 27.4 0.5 0.8 0.0 0.0 2.7 0.0 18.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 86.5 13.8 13.7 65.4 44.9 11.9 39.6 0.0 0.0 43.9 0.0 67.7 LnGrp LOS F B B E F B D A A D A E Approach Vol, veh/h 2040 2866 31 617 Approach Delay, s/veh 23.4 44.6 39.6 63.8 Approach LOS C D D E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 7.7 78.3 24.0 22.0 64.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 6.3 70.7 19.5 17.5 59.5 Max Q Clear Time (g_c+I1), s 10.8 4.0 36.3 21.5 18.5 61.5 Green Ext Time (p_c), s 0.1 0.0 19.1 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 38.9 HCM 6th LOS D 199 HCM 6th Signalized Intersection Summary 2: Tustin Avenue & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future PM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 84 1662 0 0 2451 52 0 0 1 37 1 48 Future Volume (veh/h) 84 1662 0 0 2451 52 0 0 1 37 1 48 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 91 1807 0 0 2664 57 0 0 1 40 1 52 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 Percent Heavy Veh, % 222022222222 Cap, veh/h 116 2416 0 0 2902 62 0 0 347 181 25 188 Arrive On Green 0.07 0.68 0.00 0.00 0.56 0.56 0.00 0.00 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1781 3647 0 0 5314 110 0 0 1585 562 115 859 Grp Volume(v), veh/h 91 1807 0 0 1758 963 0 0 1 93 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 0 0 1702 1851 0 0 1585 1536 0 0 Q Serve(g_s), s 4.5 29.5 0.0 0.0 41.4 42.1 0.0 0.0 0.0 1.6 0.0 0.0 Cycle Q Clear(g_c), s 4.5 29.5 0.0 0.0 41.4 42.1 0.0 0.0 0.0 4.2 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.06 0.00 1.00 0.43 0.56 Lane Grp Cap(c), veh/h 116 2416 0 0 1920 1044 0 0 347 394 0 0 V/C Ratio(X) 0.78 0.75 0.00 0.00 0.92 0.92 0.00 0.00 0.00 0.24 0.00 0.00 Avail Cap(c_a), veh/h 130 2456 0 0 1932 1050 0 0 347 394 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 41.0 9.3 0.0 0.0 17.5 17.6 0.0 0.0 27.2 28.7 0.0 0.0 Incr Delay (d2), s/veh 23.9 1.3 0.0 0.0 7.3 13.0 0.0 0.0 0.0 1.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 9.7 0.0 0.0 16.3 19.6 0.0 0.0 0.0 1.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.9 10.6 0.0 0.0 24.8 30.7 0.0 0.0 27.2 30.1 0.0 0.0 LnGrp LOS EBAACCAACCAA Approach Vol, veh/h 1898 2721 1 93 Approach Delay, s/veh 13.2 26.9 27.2 30.1 Approach LOS B C C C Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 65.0 24.0 10.3 54.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 61.5 19.5 6.5 50.5 Max Q Clear Time (g_c+I1), s 2.0 31.5 6.2 6.5 44.1 Green Ext Time (p_c), s 0.0 18.8 0.3 0.0 6.1 Intersection Summary HCM 6th Ctrl Delay 21.4 HCM 6th LOS C 200 HCM 6th Signalized Intersection Summary 7: Bayshore Drive/Dover Drive & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future PM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 157 1440 14 38 2232 1513 23 44 46 926 50 139 Future Volume (veh/h) 157 1440 14 38 2232 1513 23 44 46 926 50 139 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 171 1565 15 41 2426 0 25 48 50 1007 54 151 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 Percent Heavy Veh, % 222222222222 Cap, veh/h 175 2848 27 53 2682 234 233 208 863 321 272 Arrive On Green 0.05 0.55 0.55 0.03 0.53 0.00 0.13 0.13 0.13 0.17 0.17 0.17 Sat Flow, veh/h 3456 5215 50 1781 5106 1585 1781 1777 1585 5023 1870 1585 Grp Volume(v), veh/h 171 1021 559 41 2426 0 25 48 50 1007 54 151 Grp Sat Flow(s),veh/h/ln 1728 1702 1861 1781 1702 1585 1781 1777 1585 1674 1870 1585 Q Serve(g_s), s 7.3 28.9 28.9 3.4 63.8 0.0 1.8 3.6 4.2 25.5 3.7 12.9 Cycle Q Clear(g_c), s 7.3 28.9 28.9 3.4 63.8 0.0 1.8 3.6 4.2 25.5 3.7 12.9 Prop In Lane 1.00 0.03 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 175 1859 1016 53 2682 234 233 208 863 321 272 V/C Ratio(X)0.98 0.55 0.55 0.77 0.90 0.11 0.21 0.24 1.17 0.17 0.55 Avail Cap(c_a), veh/h 175 1859 1016 109 2734 234 233 208 863 321 272 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 70.4 21.9 21.9 71.5 31.9 0.0 56.8 57.6 57.8 61.5 52.4 56.3 Incr Delay (d2), s/veh 61.9 0.3 0.6 20.9 4.7 0.0 0.9 2.0 2.7 87.8 0.2 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 11.7 12.8 1.9 26.9 0.0 0.9 1.8 1.9 17.9 1.8 5.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 132.3 22.2 22.5 92.5 36.6 0.0 57.7 59.6 60.6 149.3 52.7 58.7 LnGrp LOS F C C F D E E E F D E Approach Vol, veh/h 1751 2467 A 123 1212 Approach Delay, s/veh 33.1 37.5 59.6 133.7 Approach LOS C D E F Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 8.9 85.6 30.0 12.0 82.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 9.1 77.9 25.5 7.5 79.5 Max Q Clear Time (g_c+I1), s 6.2 5.4 30.9 27.5 9.3 65.8 Green Ext Time (p_c), s 0.4 0.0 16.8 0.0 0.0 12.2 Intersection Summary HCM 6th Ctrl Delay 57.6 HCM 6th LOS E Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 201 HCM 6th Signalized Intersection Summary 8: Bayside Drive & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future PM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 112 1875 417 86 3169 59 487 25 45 61 23 99 Future Volume (veh/h) 112 1875 417 86 3169 59 487 25 45 61 23 99 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 122 2038 453 93 3445 64 466 115 49 66 25 108 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 Percent Heavy Veh, % 222222222222 Cap, veh/h 140 2960 919 115 3706 68 525 184 78 148 156 132 Arrive On Green 0.08 0.58 0.58 0.06 0.57 0.57 0.15 0.15 0.15 0.08 0.08 0.08 Sat Flow, veh/h 1781 5106 1585 1781 6553 121 3563 1245 530 1781 1870 1585 Grp Volume(v), veh/h 122 2038 453 93 2532 977 466 0 164 66 25 108 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1609 1849 1781 0 1775 1781 1870 1585 Q Serve(g_s), s 9.7 40.1 24.2 7.4 68.9 70.0 18.4 0.0 12.5 5.1 1.8 9.6 Cycle Q Clear(g_c), s 9.7 40.1 24.2 7.4 68.9 70.0 18.4 0.0 12.5 5.1 1.8 9.6 Prop In Lane 1.00 1.00 1.00 0.07 1.00 0.30 1.00 1.00 Lane Grp Cap(c), veh/h 140 2960 919 115 2729 1046 525 0 262 148 156 132 V/C Ratio(X) 0.87 0.69 0.49 0.81 0.93 0.93 0.89 0.00 0.63 0.45 0.16 0.82 Avail Cap(c_a), veh/h 140 2960 919 190 2735 1048 525 0 262 223 234 198 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.5 21.1 17.8 66.4 28.5 28.8 60.1 0.0 57.6 62.8 61.2 64.8 Incr Delay (d2), s/veh 40.8 0.7 0.4 12.6 6.3 14.7 19.5 0.0 10.8 2.1 0.5 15.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 15.9 8.9 3.8 27.3 34.3 9.8 0.0 6.4 2.4 0.9 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 106.3 21.8 18.2 79.0 34.8 43.5 79.6 0.0 68.4 64.8 61.7 79.8 LnGrp LOS FCBECDEAEEEE Approach Vol, veh/h 2613 3602 630 199 Approach Delay, s/veh 25.1 38.3 76.7 72.6 Approach LOS C D E E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 25.7 13.8 87.9 16.5 15.8 85.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.2 15.3 77.5 18.0 11.3 81.5 Max Q Clear Time (g_c+I1), s 20.4 9.4 42.1 11.6 11.7 72.0 Green Ext Time (p_c), s 0.3 0.1 25.3 0.3 0.0 9.3 Intersection Summary HCM 6th Ctrl Delay 37.8 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. 202 HCM 6th Signalized Intersection Summary 1: Riverside Avenue & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future Year Plus Project AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 215 2290 7 10 1324 60 13 1 7 77 2 261 Future Volume (veh/h) 215 2290 7 10 1324 60 13 1 7 77 2 261 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 234 2489 8 11 1439 65 14 1 8 84 2 284 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 Percent Heavy Veh, % 222222222222 Cap, veh/h 267 2573 8 23 2918 906 133 19 54 286 6 495 Arrive On Green 0.15 0.71 0.71 0.01 0.57 0.57 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1781 3633 12 1781 5106 1585 509 114 333 1380 38 1585 Grp Volume(v), veh/h 234 1216 1281 11 1439 65 23 0 0 86 0 284 Grp Sat Flow(s),veh/h/ln 1781 1777 1868 1781 1702 1585 957 0 0 1417 0 1585 Q Serve(g_s), s 14.9 73.6 73.8 0.7 19.5 2.1 0.1 0.0 0.0 0.0 0.0 17.4 Cycle Q Clear(g_c), s 14.9 73.6 73.8 0.7 19.5 2.1 6.3 0.0 0.0 6.3 0.0 17.4 Prop In Lane 1.00 0.01 1.00 1.00 0.61 0.35 0.98 1.00 Lane Grp Cap(c), veh/h 267 1258 1323 23 2918 906 206 0 0 292 0 495 V/C Ratio(X) 0.88 0.97 0.97 0.48 0.49 0.07 0.11 0.00 0.00 0.29 0.00 0.57 Avail Cap(c_a), veh/h 403 1262 1327 78 2918 906 206 0 0 292 0 495 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.3 15.7 15.7 56.9 14.9 11.1 41.4 0.0 0.0 43.3 0.0 33.5 Incr Delay (d2), s/veh 13.3 17.9 17.5 14.7 0.1 0.0 1.1 0.0 0.0 2.6 0.0 4.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.6 31.4 33.0 0.4 7.3 0.7 0.6 0.0 0.0 2.4 0.0 7.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.7 33.6 33.2 71.7 15.0 11.2 42.5 0.0 0.0 45.9 0.0 38.2 LnGrp LOS E C C E B B D A A D A D Approach Vol, veh/h 2731 1515 23 370 Approach Delay, s/veh 35.8 15.2 42.5 40.0 Approach LOS D B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.4 6.0 86.7 23.4 21.9 70.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.9 5.1 82.5 18.9 26.3 61.3 Max Q Clear Time (g_c+I1), s 8.3 2.7 75.8 19.4 16.9 21.5 Green Ext Time (p_c), s 0.0 0.0 6.4 0.0 0.5 15.2 Intersection Summary HCM 6th Ctrl Delay 29.5 HCM 6th LOS C 203 HCM 6th Signalized Intersection Summary 2: Tustin Avenue & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future Year Plus Project AM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 2220 1 0 1312 52 2 0 0 36 0 16 Future Volume (veh/h) 42 2220 1 0 1312 52 2 0 0 36 0 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 46 2413 1 0 1426 57 2 0 0 39 0 17 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 Percent Heavy Veh, % 222022222222 Cap, veh/h 68 2528 1 0 3048 122 380 0 0 269 12 93 Arrive On Green 0.04 0.69 0.69 0.00 0.61 0.61 0.21 0.00 0.00 0.21 0.00 0.21 Sat Flow, veh/h 1781 3645 2 0 5205 201 1451 0 0 972 58 449 Grp Volume(v), veh/h 46 1176 1238 0 964 519 2 0 0 56 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1870 0 1702 1834 1451 0 0 1479 0 0 Q Serve(g_s), s 2.3 53.8 53.9 0.0 14.0 14.0 0.0 0.0 0.0 1.8 0.0 0.0 Cycle Q Clear(g_c), s 2.3 53.8 53.9 0.0 14.0 14.0 0.1 0.0 0.0 2.6 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.11 1.00 0.00 0.70 0.30 Lane Grp Cap(c), veh/h 68 1232 1297 0 2060 1110 380 0 0 373 0 0 V/C Ratio(X) 0.68 0.95 0.95 0.00 0.47 0.47 0.01 0.00 0.00 0.15 0.00 0.00 Avail Cap(c_a), veh/h 131 1238 1303 0 2060 1110 380 0 0 373 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 42.6 12.5 12.5 0.0 9.8 9.8 28.3 0.0 0.0 29.2 0.0 0.0 Incr Delay (d2), s/veh 11.3 15.9 15.4 0.0 0.2 0.3 0.0 0.0 0.0 0.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 21.9 22.9 0.0 4.7 5.1 0.0 0.0 0.0 1.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.9 28.4 27.8 0.0 9.9 10.1 28.3 0.0 0.0 30.1 0.0 0.0 LnGrp LOS D C C A A B C A A C A A Approach Vol, veh/h 2460 1483 2 56 Approach Delay, s/veh 28.6 10.0 28.3 30.1 Approach LOS C A C C Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 23.0 66.7 23.0 7.9 58.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 62.5 18.5 6.6 51.4 Max Q Clear Time (g_c+I1), s 2.1 55.9 4.6 4.3 16.0 Green Ext Time (p_c), s 0.0 6.3 0.2 0.0 13.9 Intersection Summary HCM 6th Ctrl Delay 21.7 HCM 6th LOS C 204 HCM 6th Signalized Intersection Summary 7: Bayshore Drive/Dover Drive & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future Year Plus Project AM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 156 2060 34 28 1252 783 24 55 43 1219 39 148 Future Volume (veh/h) 156 2060 34 28 1252 783 24 55 43 1219 39 148 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 170 2239 37 30 1361 0 26 60 47 1325 42 161 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 Percent Heavy Veh, % 222222222222 Cap, veh/h 218 2263 37 44 2037 251 280 198 1340 499 423 Arrive On Green 0.06 0.44 0.44 0.02 0.40 0.00 0.14 0.14 0.14 0.27 0.27 0.27 Sat Flow, veh/h 3456 5174 85 1781 5106 1585 1781 1987 1407 5023 1870 1585 Grp Volume(v), veh/h 170 1472 804 30 1361 0 26 53 54 1325 42 161 Grp Sat Flow(s),veh/h/ln 1728 1702 1855 1781 1702 1585 1781 1777 1617 1674 1870 1585 Q Serve(g_s), s 6.7 59.3 59.6 2.3 30.2 0.0 1.8 3.7 4.1 36.3 2.3 11.5 Cycle Q Clear(g_c), s 6.7 59.3 59.6 2.3 30.2 0.0 1.8 3.7 4.1 36.3 2.3 11.5 Prop In Lane 1.00 0.05 1.00 1.00 1.00 0.87 1.00 1.00 Lane Grp Cap(c), veh/h 218 1489 811 44 2037 251 250 228 1340 499 423 V/C Ratio(X)0.78 0.99 0.99 0.68 0.67 0.10 0.21 0.24 0.99 0.08 0.38 Avail Cap(c_a), veh/h 242 1489 811 66 2064 251 250 228 1340 499 423 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.8 38.6 38.6 66.9 34.1 0.0 51.8 52.6 52.8 50.5 38.0 41.4 Incr Delay (d2), s/veh 13.6 20.6 29.3 16.9 0.8 0.0 0.8 1.9 2.4 21.8 0.1 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 28.6 33.2 1.3 12.7 0.0 0.9 1.8 1.8 17.9 1.1 4.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 77.4 59.1 67.9 83.8 34.9 0.0 52.6 54.5 55.2 72.3 38.1 42.0 LnGrp LOS E E E F C D D E E D D Approach Vol, veh/h 2446 1391 A 133 1528 Approach Delay, s/veh 63.3 35.9 54.4 68.2 Approach LOS E D D E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 7.9 65.0 41.4 13.2 59.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 5.1 60.5 36.9 9.7 55.9 Max Q Clear Time (g_c+I1), s 6.1 4.3 61.6 38.3 8.7 32.2 Green Ext Time (p_c), s 0.5 0.0 0.0 0.0 0.1 11.1 Intersection Summary HCM 6th Ctrl Delay 57.5 HCM 6th LOS E Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 205 HCM 6th Signalized Intersection Summary 8: Bayside Drive & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future Year Plus Project AM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 2780 475 66 1600 36 376 17 42 47 10 61 Future Volume (veh/h) 72 2780 475 66 1600 36 376 17 42 47 10 61 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 78 3022 516 72 1739 39 362 84 46 51 11 66 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 Percent Heavy Veh, % 222222222222 Cap, veh/h 98 3226 1002 87 4080 91 477 152 83 101 106 90 Arrive On Green 0.06 0.63 0.63 0.05 0.63 0.63 0.13 0.13 0.13 0.06 0.06 0.06 Sat Flow, veh/h 1781 5106 1585 1781 6523 146 3563 1136 622 1781 1870 1585 Grp Volume(v), veh/h 78 3022 516 72 1286 492 362 0 130 51 11 66 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1609 1844 1781 0 1758 1781 1870 1585 Q Serve(g_s), s 6.0 74.5 24.8 5.6 19.0 19.0 13.7 0.0 9.7 3.9 0.8 5.7 Cycle Q Clear(g_c), s 6.0 74.5 24.8 5.6 19.0 19.0 13.7 0.0 9.7 3.9 0.8 5.7 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.35 1.00 1.00 Lane Grp Cap(c), veh/h 98 3226 1002 87 3018 1153 477 0 235 101 106 90 V/C Ratio(X) 0.79 0.94 0.52 0.83 0.43 0.43 0.76 0.00 0.55 0.51 0.10 0.74 Avail Cap(c_a), veh/h 167 3236 1005 87 3018 1153 477 0 235 230 241 204 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.2 23.2 14.0 65.8 13.4 13.4 58.3 0.0 56.5 64.0 62.5 64.8 Incr Delay (d2), s/veh 13.3 6.1 0.5 46.3 0.1 0.3 10.8 0.0 9.0 3.9 0.4 11.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 30.0 8.9 3.7 6.8 7.9 6.9 0.0 4.9 1.9 0.4 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 78.5 29.3 14.5 112.1 13.5 13.6 69.1 0.0 65.6 67.9 62.9 75.9 LnGrp LOS ECBFBBEAEEEE Approach Vol, veh/h 3616 1850 492 128 Approach Delay, s/veh 28.2 17.3 68.2 71.6 Approach LOS C B E E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.2 11.3 92.7 12.4 12.2 91.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.7 6.8 88.5 18.0 13.1 82.2 Max Q Clear Time (g_c+I1), s 15.7 7.6 76.5 7.7 8.0 21.0 Green Ext Time (p_c), s 0.7 0.0 11.7 0.2 0.1 21.6 Intersection Summary HCM 6th Ctrl Delay 29.1 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. 206 HCM 6th Signalized Intersection Summary 1: Riverside Avenue & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future Year Plus Project PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 248 1624 15 30 2577 40 12 2 15 83 10 475 Future Volume (veh/h) 248 1624 15 30 2577 40 12 2 15 83 10 475 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 270 1765 16 33 2801 43 13 2 16 90 11 516 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 Percent Heavy Veh, % 222222222222 Cap, veh/h 283 2422 22 51 2762 857 96 28 83 265 29 533 Arrive On Green 0.16 0.67 0.67 0.03 0.54 0.54 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1781 3609 33 1781 5106 1585 277 160 466 1144 163 1585 Grp Volume(v), veh/h 270 868 913 33 2801 43 31 0 0 101 0 516 Grp Sat Flow(s),veh/h/ln 1781 1777 1864 1781 1702 1585 903 0 0 1307 0 1585 Q Serve(g_s), s 16.5 34.6 34.7 2.0 59.5 1.4 0.2 0.0 0.0 0.0 0.0 19.5 Cycle Q Clear(g_c), s 16.5 34.6 34.7 2.0 59.5 1.4 8.8 0.0 0.0 8.7 0.0 19.5 Prop In Lane 1.00 0.02 1.00 1.00 0.42 0.52 0.89 1.00 Lane Grp Cap(c), veh/h 283 1192 1251 51 2762 857 207 0 0 294 0 533 V/C Ratio(X) 0.95 0.73 0.73 0.64 1.01 0.05 0.15 0.00 0.00 0.34 0.00 0.97 Avail Cap(c_a), veh/h 283 1192 1251 102 2762 857 207 0 0 294 0 533 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 45.8 11.6 11.7 52.8 25.3 11.9 38.1 0.0 0.0 40.7 0.0 35.9 Incr Delay (d2), s/veh 40.7 2.3 2.2 12.6 20.7 0.0 1.5 0.0 0.0 3.2 0.0 31.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.5 12.9 13.6 1.1 27.6 0.5 0.8 0.0 0.0 2.7 0.0 18.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 86.5 13.9 13.9 65.4 46.0 11.9 39.6 0.0 0.0 43.9 0.0 67.7 LnGrp LOS F B B E F B D A A D A E Approach Vol, veh/h 2051 2877 31 617 Approach Delay, s/veh 23.4 45.7 39.6 63.8 Approach LOS C D D E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 7.7 78.3 24.0 22.0 64.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 6.3 70.7 19.5 17.5 59.5 Max Q Clear Time (g_c+I1), s 10.8 4.0 36.7 21.5 18.5 61.5 Green Ext Time (p_c), s 0.1 0.0 19.1 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 39.5 HCM 6th LOS D 207 HCM 6th Signalized Intersection Summary 2: Tustin Avenue & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future Year Plus Project PM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 84 1672 0 0 2461 52 0 0 1 37 1 48 Future Volume (veh/h) 84 1672 0 0 2461 52 0 0 1 37 1 48 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 91 1817 0 0 2675 57 0 0 1 40 1 52 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 Percent Heavy Veh, % 222022222222 Cap, veh/h 116 2416 0 0 2903 62 0 0 347 181 25 188 Arrive On Green 0.07 0.68 0.00 0.00 0.56 0.56 0.00 0.00 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1781 3647 0 0 5314 109 0 0 1585 562 115 859 Grp Volume(v), veh/h 91 1817 0 0 1765 967 0 0 1 93 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 0 0 1702 1851 0 0 1585 1536 0 0 Q Serve(g_s), s 4.5 29.8 0.0 0.0 41.8 42.5 0.0 0.0 0.0 1.6 0.0 0.0 Cycle Q Clear(g_c), s 4.5 29.8 0.0 0.0 41.8 42.5 0.0 0.0 0.0 4.2 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.06 0.00 1.00 0.43 0.56 Lane Grp Cap(c), veh/h 116 2416 0 0 1921 1044 0 0 347 394 0 0 V/C Ratio(X) 0.78 0.75 0.00 0.00 0.92 0.93 0.00 0.00 0.00 0.24 0.00 0.00 Avail Cap(c_a), veh/h 130 2455 0 0 1931 1050 0 0 347 394 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 41.0 9.3 0.0 0.0 17.6 17.7 0.0 0.0 27.2 28.7 0.0 0.0 Incr Delay (d2), s/veh 24.0 1.3 0.0 0.0 7.6 13.5 0.0 0.0 0.0 1.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 9.8 0.0 0.0 16.5 19.9 0.0 0.0 0.0 1.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 65.0 10.7 0.0 0.0 25.2 31.2 0.0 0.0 27.2 30.2 0.0 0.0 LnGrp LOS EBAACCAACCAA Approach Vol, veh/h 1908 2732 1 93 Approach Delay, s/veh 13.2 27.3 27.2 30.2 Approach LOS B C C C Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 65.0 24.0 10.3 54.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 61.5 19.5 6.5 50.5 Max Q Clear Time (g_c+I1), s 2.0 31.8 6.2 6.5 44.5 Green Ext Time (p_c), s 0.0 18.8 0.3 0.0 5.8 Intersection Summary HCM 6th Ctrl Delay 21.7 HCM 6th LOS C 208 HCM 6th Signalized Intersection Summary 7: Bayshore Drive/Dover Drive & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future Year Plus Project PM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 167 1440 14 38 2232 1523 23 44 46 936 50 149 Future Volume (veh/h) 167 1440 14 38 2232 1523 23 44 46 936 50 149 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 182 1565 15 41 2426 0 25 48 50 1017 54 162 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 Percent Heavy Veh, % 222222222222 Cap, veh/h 175 2848 27 53 2682 234 233 208 863 321 272 Arrive On Green 0.05 0.55 0.55 0.03 0.53 0.00 0.13 0.13 0.13 0.17 0.17 0.17 Sat Flow, veh/h 3456 5215 50 1781 5106 1585 1781 1777 1585 5023 1870 1585 Grp Volume(v), veh/h 182 1021 559 41 2426 0 25 48 50 1017 54 162 Grp Sat Flow(s),veh/h/ln 1728 1702 1861 1781 1702 1585 1781 1777 1585 1674 1870 1585 Q Serve(g_s), s 7.5 28.9 28.9 3.4 63.8 0.0 1.8 3.6 4.2 25.5 3.7 14.0 Cycle Q Clear(g_c), s 7.5 28.9 28.9 3.4 63.8 0.0 1.8 3.6 4.2 25.5 3.7 14.0 Prop In Lane 1.00 0.03 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 175 1859 1016 53 2682 234 233 208 863 321 272 V/C Ratio(X)1.04 0.55 0.55 0.77 0.90 0.11 0.21 0.24 1.18 0.17 0.60 Avail Cap(c_a), veh/h 175 1859 1016 109 2734 234 233 208 863 321 272 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 70.5 21.9 21.9 71.5 31.9 0.0 56.8 57.6 57.8 61.5 52.4 56.7 Incr Delay (d2), s/veh 79.8 0.3 0.6 20.9 4.7 0.0 0.9 2.0 2.7 92.5 0.2 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 11.7 12.8 1.9 26.9 0.0 0.9 1.8 1.9 18.2 1.8 5.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 150.3 22.2 22.5 92.5 36.6 0.0 57.7 59.6 60.6 154.0 52.7 60.2 LnGrp LOS F C C F D E E E F D E Approach Vol, veh/h 1762 2467 A 123 1233 Approach Delay, s/veh 35.5 37.5 59.6 137.2 Approach LOS D D E F Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 8.9 85.6 30.0 12.0 82.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 9.1 77.9 25.5 7.5 79.5 Max Q Clear Time (g_c+I1), s 6.2 5.4 30.9 27.5 9.5 65.8 Green Ext Time (p_c), s 0.4 0.0 16.8 0.0 0.0 12.2 Intersection Summary HCM 6th Ctrl Delay 59.4 HCM 6th LOS E Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 209 HCM 6th Signalized Intersection Summary 8: Bayside Drive & Coast Highway 11/18/2020 Westcliff Plaza Restaurants 11/06/2020 Future Year Plus Project PM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 112 1885 417 86 3179 59 487 25 45 61 23 99 Future Volume (veh/h) 112 1885 417 86 3179 59 487 25 45 61 23 99 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 122 2049 453 93 3455 64 466 115 49 66 25 108 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 Percent Heavy Veh, % 222222222222 Cap, veh/h 140 2961 919 115 3707 68 525 183 78 148 155 132 Arrive On Green 0.08 0.58 0.58 0.06 0.57 0.57 0.15 0.15 0.15 0.08 0.08 0.08 Sat Flow, veh/h 1781 5106 1585 1781 6553 121 3563 1245 530 1781 1870 1585 Grp Volume(v), veh/h 122 2049 453 93 2539 980 466 0 164 66 25 108 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1609 1849 1781 0 1775 1781 1870 1585 Q Serve(g_s), s 9.7 40.5 24.2 7.4 69.3 70.5 18.4 0.0 12.5 5.1 1.8 9.6 Cycle Q Clear(g_c), s 9.7 40.5 24.2 7.4 69.3 70.5 18.4 0.0 12.5 5.1 1.8 9.6 Prop In Lane 1.00 1.00 1.00 0.07 1.00 0.30 1.00 1.00 Lane Grp Cap(c), veh/h 140 2961 919 115 2730 1046 525 0 262 148 155 132 V/C Ratio(X) 0.87 0.69 0.49 0.81 0.93 0.94 0.89 0.00 0.63 0.45 0.16 0.82 Avail Cap(c_a), veh/h 140 2961 919 190 2735 1048 525 0 262 223 234 198 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.5 21.2 17.8 66.4 28.6 28.9 60.1 0.0 57.6 62.8 61.3 64.9 Incr Delay (d2), s/veh 40.8 0.7 0.4 12.6 6.5 15.1 19.5 0.0 10.8 2.1 0.5 15.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 16.1 8.9 3.8 27.5 34.5 9.8 0.0 6.4 2.4 0.9 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 106.4 21.9 18.2 79.0 35.1 43.9 79.6 0.0 68.4 64.9 61.7 79.8 LnGrp LOS FCBEDDEAEEEE Approach Vol, veh/h 2624 3612 630 199 Approach Delay, s/veh 25.2 38.6 76.7 72.6 Approach LOS C D E E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 25.7 13.8 87.9 16.5 15.8 85.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.2 15.3 77.5 18.0 11.3 81.5 Max Q Clear Time (g_c+I1), s 20.4 9.4 42.5 11.6 11.7 72.5 Green Ext Time (p_c), s 0.3 0.1 25.2 0.3 0.0 8.9 Intersection Summary HCM 6th Ctrl Delay 38.0 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. 210 HCM 6th TWSC 1: Westcliff Dr & Driveway 1 10/21/2020 Westcliff Plaza Restaurants 04/21/2020 Existing AM Synchro 10 Report Page 1 Intersection Int Delay, s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 71 833 397 60 45 54 Future Vol, veh/h 71 833 397 60 45 54 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 70 - - 0 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 77 905 432 65 49 59 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 497 0 - 0 1039 216 Stage 1 - - - - 432 - Stage 2 - - - - 607 - Critical Hdwy 4.14---6.846.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22---3.523.32 Pot Cap-1 Maneuver 1063 - - - 226 789 Stage 1 - - - - 622 - Stage 2 - - - - 507 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1063 - - - 210 789 Mov Cap-2 Maneuver - - - - 210 - Stage 1 - - - - 577 - Stage 2 - - - - 507 - Approach EB WB SB HCM Control Delay, s 0.7 0 17.8 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)1063 - - - 210 789 HCM Lane V/C Ratio 0.073 - - - 0.233 0.074 HCM Control Delay (s) 8.7 - - - 27.3 9.9 HCM Lane LOS A - - - D A HCM 95th %tile Q(veh) 0.2 - - - 0.9 0.2 211 HCM 6th TWSC 2: Irvine Ave & Driveway 10/21/2020 Westcliff Plaza Restaurants 04/21/2020 Existing AM Synchro 10 Report Page 2 Intersection Int Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 52 0 17 0 904 75 37 888 0 Future Vol, veh/h 0 0 0 52 0 17 0 904 75 37 888 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - 0 80 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 0 57 0 18 0 983 82 40 965 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1537 2110 483 1546 2028 492 - 0 0 1065 0 0 Stage 1 1045 1045 - 983 983 ------- Stage 2 492 1065 - 563 1045 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 - - - 4.14 - - Critical Hdwy Stg 16.545.54-6.545.54------- Critical Hdwy Stg 26.545.54-6.545.54------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 - - - 2.22 - - Pot Cap-1 Maneuver 79 50 530 78 57 522 0 - - 650 - - Stage 1 245 304 - 267 325 - 0 ----- Stage 2 527 297 - 478 304 - 0 ----- Platoon blocked, % - - - - Mov Cap-1 Maneuver 73 47 530 74 53 522 - - - 650 - - Mov Cap-2 Maneuver 73 47 - 74 53 ------- Stage 1 245 285 - 267 325 ------- Stage 2 508 297 - 449 285 ------- Approach EB WB NB SB HCM Control Delay, s 0 123.6 0 0.4 HCM LOS A F Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)- - - 94 650 - - HCM Lane V/C Ratio - - - 0.798 0.062 - - HCM Control Delay (s) - - 0 123.6 10.9 - - HCM Lane LOS - - A F B - - HCM 95th %tile Q(veh) - - - 4.2 0.2 - - 212 HCM 6th TWSC 3: Irvine Ave & Driveway 10/21/2020 Westcliff Plaza Restaurants 04/21/2020 Existing AM Synchro 10 Report Page 3 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 7 921 12 0 925 Future Vol, veh/h 0 7 921 12 0 925 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 0 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 8 1001 13 0 1005 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 501 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy -6.94---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 515 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 515 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 12.1 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)- - 515 - HCM Lane V/C Ratio - - 0.015 - HCM Control Delay (s) - - 12.1 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0 - 213 HCM 6th TWSC 1: Westcliff Dr & Driveway 1 10/21/2020 Westcliff Plaza Restaurants 04/21/2020 Existing PM Synchro 10 Report Page 1 Intersection Int Delay, s/veh 9.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 108 769 911 90 75 90 Future Vol, veh/h 108 769 911 90 75 90 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 70 - - 0 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 117 836 990 98 82 98 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1088 0 - 0 1642 495 Stage 1 - - - - 990 - Stage 2 - - - - 652 - Critical Hdwy 4.14---6.846.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22---3.523.32 Pot Cap-1 Maneuver 637 - - - 91 520 Stage 1 - - - - 320 - Stage 2 - - - - 480 - Platoon blocked, % - - - Mov Cap-1 Maneuver 637 - - - ~ 74 520 Mov Cap-2 Maneuver - - - - ~ 74 - Stage 1 - - - - 261 - Stage 2 - - - - 480 - Approach EB WB SB HCM Control Delay, s 1.5 0 113.5 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)637 - - - 74 520 HCM Lane V/C Ratio 0.184 - - - 1.102 0.188 HCM Control Delay (s) 11.9 - - - 233.5 13.5 HCM Lane LOS B - - - F B HCM 95th %tile Q(veh) 0.7 - - - 6 0.7 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 214 HCM 6th TWSC 2: Irvine Ave & Driveway 10/21/2020 Westcliff Plaza Restaurants 04/21/2020 Existing PM Synchro 10 Report Page 2 Intersection Int Delay, s/veh 27.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 95 0 32 0 795 134 67 1170 0 Future Vol, veh/h 0 0 0 95 0 32 0 795 134 67 1170 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - 0 80 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 0 103 0 35 0 864 146 73 1272 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1850 2428 636 1646 2282 432 - 0 0 1010 0 0 Stage 1 1418 1418 - 864 864 ------- Stage 2 432 1010 - 782 1418 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 - - - 4.14 - - Critical Hdwy Stg 16.545.54-6.545.54------- Critical Hdwy Stg 26.545.54-6.545.54------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 - - - 2.22 - - Pot Cap-1 Maneuver 46 32 421 ~ 65 39 572 0 - - 682 - - Stage 1 144 201 - 315 369 - 0 ----- Stage 2 572 316 - 353 201 - 0 ----- Platoon blocked, % - - - - Mov Cap-1 Maneuver 40 29 421 ~ 60 35 572 - - - 682 - - Mov Cap-2 Maneuver 40 29 - ~ 60 35 ------- Stage 1 144 179 - 315 369 ------- Stage 2 537 316 - 315 179 ------- Approach EB WB NB SB HCM Control Delay, s 0 $ 493.8 0 0.6 HCM LOS A F Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)- - - 77 682 - - HCM Lane V/C Ratio - - - 1.793 0.107 - - HCM Control Delay (s) - - 0$ 493.8 10.9 - - HCM Lane LOS - - A F B - - HCM 95th %tile Q(veh) - - - 12 0.4 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 215 HCM 6th TWSC 3: Irvine Ave & Driveway 10/21/2020 Westcliff Plaza Restaurants 04/21/2020 Existing PM Synchro 10 Report Page 3 Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 32 827 3 0 1237 Future Vol, veh/h 0 32 827 3 0 1237 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 0 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 35 899 3 0 1345 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 450 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy -6.94---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 556 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 556 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 11.9 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)- - 556 - HCM Lane V/C Ratio - - 0.063 - HCM Control Delay (s) - - 11.9 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.2 - 216 HCM 6th TWSC 1: Westcliff Dr & Driveway 1 10/26/2020 Westcliff Plaza Restaurants 04/21/2020 Existing Plus Project AM Synchro 10 Report Page 1 Intersection Int Delay, s/veh 3.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 125 833 397 111 75 119 Future Vol, veh/h 125 833 397 111 75 119 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 70 - - 0 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 136 905 432 121 82 129 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 553 0 - 0 1157 216 Stage 1 - - - - 432 - Stage 2 - - - - 725 - Critical Hdwy 4.14---6.846.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22---3.523.32 Pot Cap-1 Maneuver 1013 - - - 190 789 Stage 1 - - - - 622 - Stage 2 - - - - 440 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1013 - - - 165 789 Mov Cap-2 Maneuver - - - - 165 - Stage 1 - - - - 539 - Stage 2 - - - - 440 - Approach EB WB SB HCM Control Delay, s 1.2 0 24.4 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)1013 - - - 165 789 HCM Lane V/C Ratio 0.134 - - - 0.494 0.164 HCM Control Delay (s) 9.1 - - - 46.4 10.5 HCM Lane LOS A - - - E B HCM 95th %tile Q(veh) 0.5 - - - 2.4 0.6 217 HCM 6th TWSC 2: Irvine Ave & Driveway 10/26/2020 Westcliff Plaza Restaurants 04/21/2020 Existing Plus Project AM Synchro 10 Report Page 2 Intersection Int Delay, s/veh 16.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 88 0 48 0 904 161 64 888 0 Future Vol, veh/h 0 0 0 88 0 48 0 904 161 64 888 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - 0 - - 0 80 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 0 96 0 52 0 983 175 70 965 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1597 2263 483 1606 - 492 - 0 0 1158 0 0 Stage 1 1105 1105 - 983 -------- Stage 2 492 1158 - 623 -------- Critical Hdwy 7.54 6.54 6.94 7.54 - 6.94 - - - 4.14 - - Critical Hdwy Stg 16.545.54-6.54-------- Critical Hdwy Stg 26.545.54-6.54-------- Follow-up Hdwy 3.52 4.02 3.32 3.52 - 3.32 - - - 2.22 - - Pot Cap-1 Maneuver 71 40 530 ~ 70 0 522 0 - - 599 - - Stage 1 225 285 - 267 0 - 0 ----- Stage 2 527 269 - 440 0 - 0 ----- Platoon blocked, % - - - - Mov Cap-1 Maneuver 58 35 530 ~ 64 - 522 - - - 599 - - Mov Cap-2 Maneuver 58 35 - ~ 64 -------- Stage 1 225 252 - 267 -------- Stage 2 474 269 - 389 -------- Approach EB WB NB SB HCM Control Delay, s 0 261.1 0 0.8 HCM LOS A F Minor Lane/Major Mvmt NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)- - - 64 522 599 - - HCM Lane V/C Ratio - - - 1.495 0.1 0.116 - - HCM Control Delay (s) - - 0$ 396.6 12.7 11.8 - - HCM Lane LOS - - A F B B - - HCM 95th %tile Q(veh) - - - 8.3 0.3 0.4 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 218 HCM 6th TWSC 3: Irvine Ave & Driveway 10/26/2020 Westcliff Plaza Restaurants 04/21/2020 Existing Plus Project AM Synchro 10 Report Page 3 Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 13 933 12 0 952 Future Vol, veh/h 0 13 933 12 0 952 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 0 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 14 1014 13 0 1035 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 507 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy -6.94---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 511 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 511 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 12.2 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)- - 511 - HCM Lane V/C Ratio - - 0.028 - HCM Control Delay (s) - - 12.2 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.1 - 219 HCM 6th TWSC 1: Westcliff Dr & Driveway 1 10/26/2020 Westcliff Plaza Restaurants 04/21/2020 Existing Plus Project PM Synchro 10 Report Page 1 Intersection Int Delay, s/veh 39.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 159 749 894 145 117 213 Future Vol, veh/h 159 749 894 145 117 213 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 70 - - 0 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 173 814 972 158 127 232 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1130 0 - 0 1725 486 Stage 1 - - - - 972 - Stage 2 - - - - 753 - Critical Hdwy 4.14---6.846.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22---3.523.32 Pot Cap-1 Maneuver 614 - - - ~ 80 527 Stage 1 - - - - 327 - Stage 2 - - - - 426 - Platoon blocked, % - - - Mov Cap-1 Maneuver 614 - - - ~ 57 527 Mov Cap-2 Maneuver - - - - ~ 57 - Stage 1 - - - - 235 - Stage 2 - - - - 426 - Approach EB WB SB HCM Control Delay, s 2.3 0 266.1 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)614 - - - 57 527 HCM Lane V/C Ratio 0.281 - - - 2.231 0.439 HCM Control Delay (s) 13.1 - - -$ 719.5 17.1 HCM Lane LOS B - - - F C HCM 95th %tile Q(veh) 1.2 - - - 12.6 2.2 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 220 HCM 6th TWSC 2: Irvine Ave & Driveway 10/26/2020 Westcliff Plaza Restaurants 04/21/2020 Existing Plus Project PM Synchro 10 Report Page 2 Intersection Int Delay, s/veh 60.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 146 0 84 0 775 224 92 1160 0 Future Vol, veh/h 0 0 0 146 0 84 0 775 224 92 1160 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - 0 - - 0 80 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 0 159 0 91 0 842 243 100 1261 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1882 2546 631 1673 - 421 - 0 0 1085 0 0 Stage 1 1461 1461 - 842 -------- Stage 2 421 1085 - 831 -------- Critical Hdwy 7.54 6.54 6.94 7.54 - 6.94 - - - 4.14 - - Critical Hdwy Stg 16.545.54-6.54-------- Critical Hdwy Stg 26.545.54-6.54-------- Follow-up Hdwy 3.52 4.02 3.32 3.52 - 3.32 - - - 2.22 - - Pot Cap-1 Maneuver 43 26 424 ~ 62 0 581 0 - - 639 - - Stage 1 135 192 - 325 0 - 0 ----- Stage 2 581 291 - 330 0 - 0 ----- Platoon blocked, % - - - - Mov Cap-1 Maneuver 32 22 424 ~ 55 - 581 - - - 639 - - Mov Cap-2 Maneuver 32 22 - ~ 55 -------- Stage 1 135 162 - 325 -------- Stage 2 490 291 - 278 -------- Approach EB WB NB SB HCM Control Delay, s 0 $ 645.2 0 0.9 HCM LOS A F Minor Lane/Major Mvmt NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)- - - 55 581 639 - - HCM Lane V/C Ratio - - - 2.885 0.157 0.156 - - HCM Control Delay (s) - - 0$ 1009.4 12.3 11.7 - - HCM Lane LOS - - A F B B - - HCM 95th %tile Q(veh) - - - 16.6 0.6 0.6 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 221 HCM 6th TWSC 3: Irvine Ave & Driveway 10/26/2020 Westcliff Plaza Restaurants 04/21/2020 Existing Plus Project PM Synchro 10 Report Page 3 Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 41 834 3 0 1252 Future Vol, veh/h 0 41 834 3 0 1252 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 0 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 45 907 3 0 1361 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 454 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy -6.94---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 553 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 553 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 12.1 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)- - 553 - HCM Lane V/C Ratio - - 0.081 - HCM Control Delay (s) - - 12.1 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.3 - 222 Attachment No. PC 4 Project Plans 223 INTENTIONALLY BLANK PAGE224 67$7(2)&$/,)51,$25(1(:$/'$7(256/,&(1('$5&+,7(&7++8*6(0&ARCHITECTSORANGE«0QTVJ«1TCPIG«5VTGGV«««1TCPIG«%CNKHQTPKC«««««§Plan Check Number:Project Number:2019 Architects OrangeThese plans are copyright protected. Under such protec tion unauthorized use is not permi t ted. These p lans shal l not be reproduced or used w ithout wr itten permission by Architects Orange.FSEALCONSULTANTDrawing File Name:Sheet Plotted:Last Saved: by:6+((7C:\Users\DavidH\Documents\9044-IC -WESTCLIFF-BLDG-G_Central_David H.rvt3/19/2020 2:12:55 PM3/19/2020 2:12:55 PMCOVER SHEET2019-044110 InnovationIrvine, CA 92617Phone (949) 720-2111Irvine Company:(67&/,))3/$=$%8,/',1**6,7( 75$6+(1&/2685(100-102 IRVINE AVENUENEWPORT BEACH, CAAuthorCS.0-02019-04-22 50% DESIGN DEVELOPMENT2019-06-14 100% DESIGN DEVELPMENT2020-03-122020-03-19FIRST CITY SUBMITTALBID SETWestcliff Plaza - Building G1HZSRUW%HDFK&$PA2019-266Attachment No. PC 4 - Project Plans225 6%[6%[ %;;%;;%;;01«2#4-+0)01«2#4-+0)01«2#4-+0)01«2#4-+0)6723672301«2#4-+0)6723 6723 01«2#4-+0)01«2#4-+0)01«2#4-+0)01«2#4-+0)01«2#4-+0)01 2#4-+0)AAAAAAABBBBBBBBBBBBAAAAAABA35()(55('&/($5$1&( 35()(55('&/($5$1&( 35()(55('&/($5$1&( 35()(55('&/($5$1&(35()(55('&/($5$1&( 35()(55('&/($5$1&( 35()(55('&/($5$1&(#& 9$1 67236723123$5.,1* 6723 &/($1$,59(+,&/(&/($1$,59(+,&/(&/($1$,59(+,&/( 6723 ,59,1($9(:(67&/,))'5,9(587/$1'52$' 9* ): ): ): ): + + + 9 9 9 9 9 9 9 9 9 9 9* ] ] ] ] ] ] ] ] ] ]] - - - - --- --- -- +$%&'()**(EXISTING)BUILDING ATYPE V-B(EXISTING)BUILDING BTYPE V-B(EXISTING)BUILDING CTYPE V-B(EXISTING)BUILDING DTYPE V-B(EXISTING)BUILDING FTYPE III-B(EXISTING)BUILDING ETYPE V-BBUILDING GTYPE V-B(EXISTING)TYPE V-B 127$3$57 127$3$57 +2855(48,5('%$6('217$%/(45' - 3"25' - 1"97' - 6"50' - 6"44' - 6"TRASHENCLOSURE+2855(48,5('%$6('217$%/(+2855(48,5('%$6('217$%/(+2855(48,5('%$6('217$%/(+2855(48,5('%$6('217$%/(+2855(48,5('%$6('217$%/(+2855(48,5('%$6('217$%/(+2855(48,5('%$6('217$%/(+2855(48,5('%$6('217$%/($3/135' - 0"+2855(48,5('%$6('217$%/(RUTLAND ROADIRVINE AVEWESTCLIFF DRIVE(NOT A PART) 81'(56(3$5$7(3(50,7 81'(56(3$5$7(3(50,7 81'(56(3$5$7(3(50,7 81'(56(3$5$7(3(50,7 81'(56(3$5$7(3(50,7 32023202321232123305330533083219321932193219321932193219321932193219321932193219321932193308330832193219322132213309330933093300330133003300330033013300330032793279327932793279330932123212320232023212321232123305330832193219321932193219321932193219321932193219321932193219321933083308321932193221322133093309330033013300330033003301330033003279327932793279327933093212321232193279328532853285328532853285328426302630263026302631263126302630263026302630263026302630263826382630$&&(66,%/(3$7+2)75$9(/$&&(66,%/((;,7(175$1&(CV&/($1$,59(+,&/(3$5.,1*67$//'(6,*1$7,216((&,9,/3/$16)257<3,&$/675,3,1*T75$16)250(56((&,9,/87,/,7<3/$163%3%),5(+<'5$17(/(&75,&$/38//%2;:,7+,1,1/$1'6&$3(5()(572(/(&75,&$/3/$163267,1',&$7259$/9(5()(572&,9,/3/$16),5('(3$570(17&211(&7,21 )'& 5()(572&,9,/3/$163('(675,$132/(/,*+7),;785(5()(572(/(&75,&$/3/$163$5.,1*32/(/,*+7),;785(5()(572(/(&75,&$/3/$163('(675,$132/(/,*+7),;785(5()(572(/(&75,&$/3/$161. SITE INFORMATION IS FOR REFERENCE ONLY. SITE WORK WILL BE SUBMITTED UNDERA SEPARATE PERMIT.2. REFER TO THE CIVIL DRAWINGS FOR SITE HORIZONTAL CONTROL, WALKWAY WIDTHS, SLOPES, AND DETAILS, CURB RAMP LAYOUTS, OTHER SITE FEATURES, AND GRADINGINFORMATION3. THIS PLAN IS FOR GENERAL CONFORMANCE ONLY - REFER TO THE CIVIL PLAN FOR ADDITIONAL INFORMATION4. REFER TO THE LANDSCAPE DRAWINGS FOR HARDSCAPE INFORMATION.5. REFER TO THE LANDSCAPE DRAWINGS FOR SITE FEATURE INFORMATION.6. ACCESSIBLE ROUTES / PATHS OF TRAVEL SHALL BE LESS THAN 5% SLOPE IN THE DIRECTION OF TRAVEL AND LESS THAN 2% CROSS SLOPE. REFER TO CIVIL DWG'S. FORADD'L. INFOMATION7. THE PAVEMENT WITHIN ACCESSIBLE PARKING STALLS AND ASSOCIATED PEDESTRIAN ACCESS AISLES SHALL SLOPE LESS THAN 2% IN ANY DIRECTION. REFER TO CIVIL DWG'S. FOR ADD'L INFORMATION67$7(2)&$/,)51,$25(1(:$/'$7(256/,&(1('$5&+,7(&7++8*6(0&ARCHITECTSORANGE«0QTVJ«1TCPIG«5VTGGV«««1TCPIG«%CNKHQTPKC«««««§Plan Check Number:Project Number:2019 Architects OrangeThese plans are copyright protected. Under such protec tion unauthorized use is not permit ted . These p lans shal l not be reproduced or used w ithout wr itten permission by Architects Orange.FSEALCONSULTANTDrawing File Name:Sheet Plotted:Last Saved:by:6+((7C:\Users\DavidH\Documents\9044-IC -WESTCLIFF-SITE_Central_DavidH.rvt3/19/2020 9:06:46 AM3/19/2020 9:06:46 AMOVERALL SITE PLAN2019-044NEWPORT BEACH, CA110 InnovationIrvine, CA 92617Phone (949) 720-2111Irvine Company:(67&/,))3/$=$AuthorA1.0-IV2019-04-2250% DESIGN DEVELOPMENT2019-06-14100% DESIGN DEVELOPMENT2020-03-122020-03-19FIRST CITY SUBMITTALBID SET6FDOH 1OVERALL SITE PLAN (;7(5,253$5.,1*/27/,*+767$1'$5':,7+,1/$1'6&$3(3(5'(7$,/$6(((/(&75,&$/'5$:,1*)25025(,1)250$7,21 (;7(5,253$5.,1*/27/,*+767$1'$5'21&21&5(7(%$6(3(5'(7$,/$6(((/(&75,&$/'5$:,1*)25/,*+7),;785($1'),;785(32/(,1)250$7,21 (;7(5,253$5.,1*/27/,*+767$1'$5':,7+,1/$1'6&$3(3$9(563(5'(7$,/$6(((/(&75,&$/'5$:,1*)25025(,1)250$7,21 +$5'6&$3( 6((&,9,/(1*,1((5,1*'5$:,1*6$1'/$1'6&$3('5$:,1*81'(56(3$5$7(3(50,7)25&216758&7,21'(7$,/6&2/256$1'),1,6+(6 67((/5(,1)25&('&21&&85%5$033(5&85%3(5&,9,/(1*,1((5,1*'5$:,1*681'(56(3$5$7(3(50,7 $'$&203/,$177581&$7(''20(60$73(5&,9,/(1*,1((5,1*'5$:,1*681'(56(3$5$7(3(50,7 /$1'6&$3($5($ 6((/$1'6&$3('5$:,1*81'(56(3$5$7(3(50,7)253/$17,1*$1',55,*$7,216'(7$,/6 32/(02817('$&&(66,%/(6,7(6,*16(('$ /21*7(50%,&<&/(6725$*(5$&. 5()(572/$1'6&$3(3/$16)25'(7$,/6$1'48$17,7,(6 6+2577(50%,&<&/(6725$*(5$&.5()(572/$1'6&$3(3/$16)25'(7$,/6$1'48$17,7,(6 :$7(50(7(53(5&,9,/(1*,1((5,1*'5$:,1*681'(56(3$5$7(3(50,7 %$&.)/2:35(9(17(53(5&,9,/(1*,1((5,1*'5$:,1*681'(56(3$5$7(3(50,7 75$)),&5$7('*5($6(,17(5&(3725678%%('727+(%8,/',1*)25)8785(7(1$1786(3529,'(&21&5(7($3521720$7&+$'-$&(17&21&5(7(6/$%253529,'($%/$&.&21&$3521720$7&+7+($'-$&3$9,1*$62&&8566((3/80%,1*'5$:,1*6)25025(,1)250$7,21 /2&$7,21'(6,*1$7(')25(/(&75,&$/75$16)250(56(((/(&75,&$/'5$:,1*681'(57+,63(50,7$1'&,9,/(1*,1((5,1*'5$:,1*681'(56(3$5$7(5(9,(:$1'$33529$/)25025(,1)250$7,21 ),5(+<'5$173(5&,9,/(1*,1((5,1*'5$:,1*681'(56(3$5$7(3(50,7.(<3/$1.(<127(6*(1(5$/127(66<0%2/6/(*(1'PA2019-266Attachment No. PC 4 - Project Plans226 $%&'()**G-A3.029G-A3.59G-A3.5gAgAgB.1gB.1gCgCgDgDgD.9gD.9g1g1g2g2g3g3g3.4g3.4g5g5g5.5g5.5g5.9g5.9G-A3.14G-A3.12G-A3.046G-A3.611G-A3.616G-A3.66G-A3.711G-A3.716G-A3.86G-A3.811G-A3.821G-A3.816G-A3.71G-A3.51G-A3.5gB.7gB.7gC.4gC.4gD.4gD.4g2.1g2.1g2.5g2.5g3.7g3.7g4g4g4.5g4.5g6g6gBgBgEgEg3.8g3.895' - 4"15' - 3"1' - 2"17' - 5"7' - 11"9' - 6"17' - 7"8' - 0"17' - 4 1/2"1' - 1 1/2"134' - 2 1/2"10' - 3"1' - 1"17' - 4 1/2"11' - 6"14' - 4"9' - 4"8' - 7 1/2"1' - 11"17' - 0"12' - 9 1/2"11' - 6"17' - 4"1' - 2"ELEVATION: 87.000' - 0"-0' - 4"-0' - 5"67$7(2)&$/,)51,$25(1(:$/'$7(256/,&(1('$5&+,7(&7++8*6(0&ARCHITECTSORANGE«0QTVJ«1TCPIG«5VTGGV«««1TCPIG«%CNKHQTPKC«««««§Plan Check Number:Project Number:2019 Architects OrangeThese plans are copyright protected. Under such protec tion unauthorized use is not permi t ted. These p lans shal l not be reproduced or used w ithout wr itten permission by Architects Orange.FSEALCONSULTANTDrawing File Name:Sheet Plotted:Last Saved: by:6+((7C:\Users\DavidH\Documents\9044-IC -WESTCLIFF-BLDG-G_Central_David H.rvt3/19/2020 2:12:56 PM3/19/2020 2:12:56 PMBUILDING G - OVERALL SLAB PLAN2019-044110 InnovationIrvine, CA 92617Phone (949) 720-2111Irvine Company:(67&/,))3/$=$%8,/',1**6,7( 75$6+(1&/2685(100-102 IRVINE AVENUENEWPORT BEACH, CAAuthorG-A2.02019-04-22 50% DESIGN DEVELOPMENT2019-06-14 100% DESIGN DEVELPMENT2020-03-122020-03-19FIRST CITY SUBMITTALBID SET.(<127(6*(1(5$/6/$%3/$1127(61. SLAB EDGE DIMENSIONS ARE SHOWN FROM GRID LINES TO FACE OF CONCRETE OR MASONRY UNLESS NOTED OTHERWISE. 2. REFER TO STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, AND FIRE PLANS FOR ADDITIONAL INFORMATION NOT SHOWN ON THIS PLAN. 3. SEE SHEETS A001 & A002 FOR COMPLETE WALL, FLOOR, & ROOF ASSEMBLY INFORMATION.4. REFER CIVIL AND PLUMBING PLANS FOR POINT OF CONNECTION OF ROOF DRAINS, DOMESTIC WATER NATURAL GAS, POWER FEEDS, SEWER AND GREASE WASTE LINES.5. THE SITE INFORMATION IS SHOWN FOR REFERENCE ONLY. REFER TO SITE IMPROVEMENT DRAWINGS, CIVIL GRADING - PRIVATE IMPROVEMENT PLANS, AND LANDSCAPE DRAWINGS UNDER A SEPARATE PERMIT FOR SITE IMPROVEMENT INFORMATION.6. PRIOR TO CONSTRUCTION:A. CONTRACTOR TO COORDINATE ALL NEW ALL BELOW GRADE UTILITY AND UTILITY CONNECTION REQUIREMENTS WITH THE CIVIL ENGINEERING DRAWINGS AND THE UTILITY PROVIDER.B. CONTRACTOR TO OBTAIN TENANT'S LATEST CRITERIA DRAWINGS AND/OR TENANT IMPROVEMENTS DRAWINGS FOR EXACT LOCATION OF ALL PLUMBING, MECHANICAL AND ELECTRICAL ROUGH-IN, STUB-UPS, ETC. C. CONTRACTOR TO REFER TO CIVIL ENGINEERING SITE UTILITY DRAWINGS AND PLUMBING PLANS FOR WATER, SEWER, AND GREASE WASTE LINES POINTS OF CONNECTION.D. CONTRACTOR TO REFER TO FLOOR PLAN FOR LOCATION OF FOUNDATION ROOF DRAIN SLEEVES.E. CONTRACTOR TO REFER TO CIVIL ENGINEERING SITE UTILITY DRAWINGS, AND FIRE SPRINKLER PLANS, FOR FIRE SPRINKLER POINTS OF CONNECTION.F. CONTRACTOR TO REFER TO FLOOR PLAN FOR LOCATION OF FOUNDATION ROOF DRAIN SLEEVES.G. CONTRACTOR TO REFER TO PLUMBING PLANS FOR LOCATIONS OF FOUNDATION DOMESTIC WATER SLEEVES.H. CONTRACTOR TO REFER TO STRUCTURAL PLANS FOR ADDITIONAL FOUNDATION INFORMATION.7. T.O.C. ELEVATIONS ARE TO THE FINISH SURFACE OF THE SLAB.6<0%2/6/(*(1'*(1(5$/',5(&7,212)'5$,1$*(%2[[ %277202)BBBBB72[[ 7232)BBBBBBBBB72& 7232)&21&5(7()/225(/(9$7,21&+$1*(;',67$1&((/(9$7,215()(5(1&('$7805()(5(1&((/(9$7,215()(5(1&(72; ;;6FDOH 1OVERALL SLAB PLAN.(<3/$1PA2019-266Attachment No. PC 4 - Project Plans227 $%&'()**G-A3.029G-A3.59G-A3.5gAgAgB.1gB.1gCgCgDgDgD.9gD.9g1g1g2g2g3g3g3.4g3.4G-A3.12G-A3.046G-A3.611G-A3.616G-A3.66G-A3.721G-A3.81G-A3.51G-A3.5gB.7gB.7gC.4gC.4gD.4gD.4g2.1g2.1g2.5g2.5g3.7g3.7g4g4gBgBgEgEg3.8g3.895' - 4"15' - 3"1' - 2"17' - 5"7' - 11"9' - 6"17' - 7"8' - 0"17' - 4 1/2"1' - 1 1/2"16' - 7 3/4"28' - 6 5/16"4' - 0"4' - 0"22' - 0"4' - 0"4' - 0"10' - 2"4' - 0"3' - 4 3/4"0' - 6 5/8"1' - 10 3/4"1' - 6"0' - 6 5/8"3' - 4 3/4"0' - 7 1/4"1' - 4 3/16"2' - 10"0' - 7 1/4"3' - 4 3/4"74' - 5"10' - 3"1' - 1"17' - 4 1/2"11' - 6"14' - 4"9' - 4"8' - 7 1/2"1' - 11"4' - 0"10' - 2"4' - 0"4' - 0"32' - 5"4' - 0"4' - 0"3' - 4"0' - 6 5/8"1' - 4 3/4"2' - 0"0' - 6 5/8"3' - 4 3/4"2' - 3 3/8"3' - 11 3/8"0' - 6 5/8"1' - 4 3/4"2' - 3 3/8"1' - 11 3/8"2' - 10"18' - 2 7/16"5' - 2 13/16"3' - 10"1' - 4 1/2"3' - 10"1' - 10 15/16"2' - 0"2' - 0"0' - 5 3/4"6' - 4"0' - 5 7/8"0' - 7 1/4"4' - 0 11/16"0' - 6 15/16"0' - 6 5/8"4' - 8 1/4"0' - 6 5/8"1' - 6"0' - 6 5/8"3' - 4 3/4"2' - 10"0' - 3 1/8"0' - 2 3/4"2' - 10"4' - 0"4' - 0"10' - 2"4' - 0"40' - 4 1/4"11' - 7 1/8"3' - 4 3/4"0' - 6 5/8"2' - 0"1' - 4 3/4"0' - 6 5/8"4' - 6"1' - 9 3/8"1' - 11"0' - 9 5/8"4' - 6"6' - 8"3' - 3"3' - 6 1/2"1' - 9 3/8"3' - 6 3/16"6' - 6"7' - 6 13/16"302300103302302300302103103103103103103302103110110110110110110110110110110110310308501503502502503502502502503302310308308309308503308308309103309309503503 67$7(2)&$/,)51,$25(1(:$/'$7(256/,&(1('$5&+,7(&7++8*6(0&ARCHITECTSORANGE«0QTVJ«1TCPIG«5VTGGV«««1TCPIG«%CNKHQTPKC«««««§Plan Check Number:Project Number:2019 Architects OrangeThese plans are copyright protected. Under such protec tion unauthorized use is not permi t ted. These p lans shal l not be reproduced or used w ithout wr itten permission by Architects Orange.FSEALCONSULTANTDrawing File Name:Sheet Plotted:Last Saved: by:6+((7C:\Users\DavidH\Documents\9044-IC -WESTCLIFF-BLDG-G_Central_David H.rvt3/19/2020 2:12:58 PM3/19/2020 2:12:58 PMBUILDING G - PARTIAL SLAB PLAN2019-044110 InnovationIrvine, CA 92617Phone (949) 720-2111Irvine Company:(67&/,))3/$=$%8,/',1**6,7( 75$6+(1&/2685(100-102 IRVINE AVENUENEWPORT BEACH, CAAuthorG-A2.0-12019-04-22 50% DESIGN DEVELOPMENT2019-06-14 100% DESIGN DEVELPMENT2020-03-122020-03-19FIRST CITY SUBMITTALBID SET.(<127(6 ('*(2)6/$% 6/$%%/2&.2876/$%%<)8785(7(1$1781'(56(3$5$7(3(50,7 67((/5(,1)25&('&21&6/$%21*5$'(3(56758&785$/ 67((/5(,1)25&('+,*+&21&5(7(&85%3(56758&785$/:,'7+2)&85%3(53/$16 67((/5(,1)25&('&21&)281'$7,213(56758&785$/ 67((/5(,1)25&('&21&6/$%('*(3(56758&785$/ 67((/5(,1)25&('&21&*5$'(%($03(56758&785$/ 67((/&2/8013(56758&785$/7<3 :,'()/$1*(&2/8013(56758&785$/7<3 +66&2/8013(56758&785$/7<3*(1(5$/6/$%3/$1127(61. SLAB EDGE DIMENSIONS ARE SHOWN FROM GRID LINES TO FACE OF CONCRETE OR MASONRY UNLESS NOTED OTHERWISE. 2. REFER TO STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, AND FIRE PLANS FOR ADDITIONAL INFORMATION NOT SHOWN ON THIS PLAN. 3. SEE SHEETS A001 & A002 FOR COMPLETE WALL, FLOOR, & ROOF ASSEMBLY INFORMATION.4. REFER CIVIL AND PLUMBING PLANS FOR POINT OF CONNECTION OF ROOF DRAINS, DOMESTIC WATER NATURAL GAS, POWER FEEDS, SEWER AND GREASE WASTE LINES.5. THE SITE INFORMATION IS SHOWN FOR REFERENCE ONLY. REFER TO SITE IMPROVEMENT DRAWINGS, CIVIL GRADING - PRIVATE IMPROVEMENT PLANS, AND LANDSCAPE DRAWINGS UNDER A SEPARATE PERMIT FOR SITE IMPROVEMENT INFORMATION.6. PRIOR TO CONSTRUCTION:A. CONTRACTOR TO COORDINATE ALL NEW ALL BELOW GRADE UTILITY AND UTILITY CONNECTION REQUIREMENTS WITH THE CIVIL ENGINEERING DRAWINGS AND THE UTILITY PROVIDER.B. CONTRACTOR TO OBTAIN TENANT'S LATEST CRITERIA DRAWINGS AND/OR TENANT IMPROVEMENTS DRAWINGS FOR EXACT LOCATION OF ALL PLUMBING, MECHANICAL AND ELECTRICAL ROUGH-IN, STUB-UPS, ETC. C. CONTRACTOR TO REFER TO CIVIL ENGINEERING SITE UTILITY DRAWINGS AND PLUMBING PLANS FOR WATER, SEWER, AND GREASE WASTE LINES POINTS OF CONNECTION.D. CONTRACTOR TO REFER TO FLOOR PLAN FOR LOCATION OF FOUNDATION ROOF DRAIN SLEEVES.E. CONTRACTOR TO REFER TO CIVIL ENGINEERING SITE UTILITY DRAWINGS, AND FIRE SPRINKLER PLANS, FOR FIRE SPRINKLER POINTS OF CONNECTION.F. CONTRACTOR TO REFER TO FLOOR PLAN FOR LOCATION OF FOUNDATION ROOF DRAIN SLEEVES.G. CONTRACTOR TO REFER TO PLUMBING PLANS FOR LOCATIONS OF FOUNDATION DOMESTIC WATER SLEEVES.H. CONTRACTOR TO REFER TO STRUCTURAL PLANS FOR ADDITIONAL FOUNDATION INFORMATION.7. T.O.C. ELEVATIONS ARE TO THE FINISH SURFACE OF THE SLAB.6<0%2/6/(*(1'*(1(5$/',5(&7,212)'5$,1$*(%2[[ %277202)BBBBB72[[ 7232)BBBBBBBBB72& 7232)&21&5(7()/225(/(9$7,21&+$1*(;',67$1&((/(9$7,215()(5(1&('$7805()(5(1&((/(9$7,215()(5(1&(72; ;;.(<3/$16FDOH 1PARTIAL SLAB PLANPA2019-266Attachment No. PC 4 - Project Plans228 $%&'()**G-A3.029G-A3.59G-A3.5gAgAgB.1gB.1gCgCgDgDgD.9gD.9g5g5g5.5g5.5g5.9g5.9G-A3.14G-A3.126G-A3.711G-A3.716G-A3.86G-A3.811G-A3.821G-A3.816G-A3.7gB.7gB.7gC.4gC.4gD.4gD.4g3.7g3.7g4g4g4.5g4.5g6g6gBgBgEgEg3.8g3.895' - 4"15' - 3"1' - 2"17' - 5"7' - 11"9' - 6"17' - 7"8' - 0"17' - 4 1/2"1' - 1 1/2"4' - 0"10' - 2"4' - 0"4' - 0"21' - 11"4' - 0"4' - 0"28' - 0"4' - 0"2' - 0"3' - 4 3/4"3' - 4 3/4"3' - 4 3/4"0' - 6 5/8"2' - 0"1' - 4 3/4"0' - 6 5/8"3' - 4 3/4"0' - 6 5/8"4' - 0"4' - 0"3' - 4 3/4"0' - 7 1/4"0' - 7 1/4"3' - 4 3/4"2' - 10"0' - 3 3/16"2' - 10"0' - 2 7/8"1' - 2"0' - 6 5/8"3' - 4 3/4"70' - 4"8' - 7 1/2"1' - 11"17' - 0"12' - 9 1/2"11' - 6"17' - 4"1' - 2"4' - 0"39' - 11"18' - 2"3' - 4"4' - 0"4' - 0"1' - 1 1/16"1' - 11 7/8"7' - 9"9' - 11 1/2"7' - 4 3/16"3' - 5 3/8"16' - 2 7/16"2' - 0"5' - 2 13/16"3' - 10"1' - 4 1/2"3' - 10"1' - 10 15/16"0' - 5 3/4"6' - 4"0' - 5 7/8"0' - 6 5/8"0' - 6 5/8"0' - 6 15/16"0' - 7 1/4"4' - 0 11/16"2' - 3 5/8"8' - 4 7/8"10' - 1 1/4"4' - 6"7' - 9 7/8"2' - 10 1/2"35' - 2 15/16"6' - 6"29' - 10 1/8"6' - 2 3/4"5' - 0"3' - 6 1/2"4' - 0"10' - 2"4' - 0"4' - 0"39' - 11"4' - 0"4' - 0"2' - 2 7/8"70' - 4"8' - 7 1/2"1' - 11"17' - 0"12' - 9 1/2"11' - 6"17' - 4"1' - 2"2' - 10 1/2"3' - 4 3/4"0' - 6 5/8"2' - 0"1' - 4 3/4"0' - 6 5/8"3' - 4 3/4"0' - 6 5/8"2' - 0"1' - 4 3/4"0' - 6 5/8"110110110110302300302300302502502502502502503503503503503503503503310310308308308308308308308308308308308308309103103309309309103103103103-0' - 5"0' - 0"-0' - 4"67$7(2)&$/,)51,$25(1(:$/'$7(256/,&(1('$5&+,7(&7++8*6(0&ARCHITECTSORANGE«0QTVJ«1TCPIG«5VTGGV«««1TCPIG«%CNKHQTPKC«««««§Plan Check Number:Project Number:2019 Architects OrangeThese plans are copyright protected. Under such protec tion unauthorized use is not permi t ted. These p lans shal l not be reproduced or used w ithout wr itten permission by Architects Orange.FSEALCONSULTANTDrawing File Name:Sheet Plotted:Last Saved: by:6+((7C:\Users\DavidH\Documents\9044-IC -WESTCLIFF-BLDG-G_Central_David H.rvt3/19/2020 2:13:00 PM3/19/2020 2:13:00 PMBUILDING G - PARTIAL SLAB PLAN2019-044110 InnovationIrvine, CA 92617Phone (949) 720-2111Irvine Company:(67&/,))3/$=$%8,/',1**6,7( 75$6+(1&/2685(100-102 IRVINE AVENUENEWPORT BEACH, CAAuthorG-A2.0-22019-04-22 50% DESIGN DEVELOPMENT2019-06-14 100% DESIGN DEVELPMENT2020-03-122020-03-19FIRST CITY SUBMITTALBID SET.(<127(6 ('*(2)6/$% 6/$%%/2&.2876/$%%<)8785(7(1$1781'(56(3$5$7(3(50,7 67((/5(,1)25&('&21&6/$%21*5$'(3(56758&785$/ 67((/5(,1)25&('+,*+&21&5(7(&85%3(56758&785$/:,'7+2)&85%3(53/$16 67((/5(,1)25&('&21&)281'$7,213(56758&785$/ 67((/5(,1)25&('&21&6/$%('*(3(56758&785$/ 67((/5(,1)25&('&21&*5$'(%($03(56758&785$/ :,'()/$1*(&2/8013(56758&785$/7<3 +66&2/8013(56758&785$/7<3*(1(5$/6/$%3/$1127(61. SLAB EDGE DIMENSIONS ARE SHOWN FROM GRID LINES TO FACE OF CONCRETE OR MASONRY UNLESS NOTED OTHERWISE. 2. REFER TO STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, AND FIRE PLANS FOR ADDITIONAL INFORMATION NOT SHOWN ON THIS PLAN. 3. SEE SHEETS A001 & A002 FOR COMPLETE WALL, FLOOR, & ROOF ASSEMBLY INFORMATION.4. REFER CIVIL AND PLUMBING PLANS FOR POINT OF CONNECTION OF ROOF DRAINS, DOMESTIC WATER NATURAL GAS, POWER FEEDS, SEWER AND GREASE WASTE LINES.5. THE SITE INFORMATION IS SHOWN FOR REFERENCE ONLY. REFER TO SITE IMPROVEMENT DRAWINGS, CIVIL GRADING - PRIVATE IMPROVEMENT PLANS, AND LANDSCAPE DRAWINGS UNDER A SEPARATE PERMIT FOR SITE IMPROVEMENT INFORMATION.6. PRIOR TO CONSTRUCTION:A. CONTRACTOR TO COORDINATE ALL NEW ALL BELOW GRADE UTILITY AND UTILITY CONNECTION REQUIREMENTS WITH THE CIVIL ENGINEERING DRAWINGS AND THE UTILITY PROVIDER.B. CONTRACTOR TO OBTAIN TENANT'S LATEST CRITERIA DRAWINGS AND/OR TENANT IMPROVEMENTS DRAWINGS FOR EXACT LOCATION OF ALL PLUMBING, MECHANICAL AND ELECTRICAL ROUGH-IN, STUB-UPS, ETC. C. CONTRACTOR TO REFER TO CIVIL ENGINEERING SITE UTILITY DRAWINGS AND PLUMBING PLANS FOR WATER, SEWER, AND GREASE WASTE LINES POINTS OF CONNECTION.D. CONTRACTOR TO REFER TO FLOOR PLAN FOR LOCATION OF FOUNDATION ROOF DRAIN SLEEVES.E. CONTRACTOR TO REFER TO CIVIL ENGINEERING SITE UTILITY DRAWINGS, AND FIRE SPRINKLER PLANS, FOR FIRE SPRINKLER POINTS OF CONNECTION.F. CONTRACTOR TO REFER TO FLOOR PLAN FOR LOCATION OF FOUNDATION ROOF DRAIN SLEEVES.G. CONTRACTOR TO REFER TO PLUMBING PLANS FOR LOCATIONS OF FOUNDATION DOMESTIC WATER SLEEVES.H. CONTRACTOR TO REFER TO STRUCTURAL PLANS FOR ADDITIONAL FOUNDATION INFORMATION.7. T.O.C. ELEVATIONS ARE TO THE FINISH SURFACE OF THE SLAB.6<0%2/6/(*(1'*(1(5$/',5(&7,212)'5$,1$*(%2[[ %277202)BBBBB72[[ 7232)BBBBBBBBB72& 7232)&21&5(7()/225(/(9$7,21&+$1*(;',67$1&((/(9$7,215()(5(1&('$7805()(5(1&((/(9$7,215()(5(1&(72; ;;.(<3/$16FDOH 1PARTIAL SLAB PLANPA2019-266Attachment No. PC 4 - Project Plans229 $%&'()**G-A3.029G-A3.59G-A3.5gAgAgB.1gB.1gCgCgDgDgD.9gD.9g1g1g2g2g3g3g3.4g3.4g5g5g5.5g5.5g5.9g5.9SUITE 100G100SUITE G101G101SERVICE CORRIDORG104ELECTRICAL ROOMG105FIRE RISERG103SUITE G102G102PATIO 3G102AVESTIBULEG106PATIO 1G100APATIO 2G101A10' - 3"18' - 5 1/2"11' - 6"14' - 4"9' - 4"8' - 7 1/2"18' - 11"12' - 9 1/2"11' - 6"17' - 4"134' - 2 1/2"15' - 3"1' - 2"25' - 4"27' - 1"8' - 0"17' - 4 1/2"1' - 1 1/2"95' - 4"G-A3.14G-A3.12G-A3.046G-A3.611G-A3.616G-A3.66G-A3.711G-A3.716G-A3.86G-A3.811G-A3.821G-A3.816G-A3.71G-A3.51G-A3.536A38A100A102C39A32A37B40A102E103105A102D100C101D37A101A101B35A101C100B102A102BgB.7gB.7gC.4gC.4gD.4gD.4g2.1g2.1g2.5g2.5g3.7g3.7g4g4g4.5g4.5g6g6gBgBgEgEg3.8g3.815' - 3"1' - 2"17' - 5"7' - 11"9' - 6"17' - 7"8' - 0"17' - 4 1/2"1' - 1 1/2"95' - 4"10' - 3"1' - 1"17' - 4 1/2"11' - 6"14' - 4"9' - 4"8' - 7 1/2"1' - 11"17' - 0"12' - 9 1/2"11' - 6"17' - 4"1' - 2"134' - 2 1/2"9R9R9R9R9R2' - 0"w0.B1w0.B1w0.B1w0.B1w0.B1w0.A1w0.A1w0.A3w0.A3w0.B1w0.D1w0.B1w0.B1w0.B1w0.B1w0.B1w0.B1w0.L2w0.A1104105Bw0.A2w0.A1w0.A1w0.B1w0.L2w0.D1w0.D1w0.L2w0.D1w0.L2w0.L2w0.D1w0.L2w0.D1w0.L2w0.D1w0.L2w0.D1w0.L2w0.D1w0.L2w0.A267$7(2)&$/,)51,$25(1(:$/'$7(256/,&(1('$5&+,7(&7++8*6(0&ARCHITECTSORANGE«0QTVJ«1TCPIG«5VTGGV«««1TCPIG«%CNKHQTPKC«««««§Plan Check Number:Project Number:2019 Architects OrangeThese plans are copyright protected. Under such protec tion unauthorized use is not permi t ted. These p lans shal l not be reproduced or used w ithout wr itten permission by Architects Orange.FSEALCONSULTANTDrawing File Name:Sheet Plotted:Last Saved: by:6+((7C:\Users\DavidH\Documents\9044-IC -WESTCLIFF-BLDG-G_Central_David H.rvt3/19/2020 2:13:03 PM3/19/2020 2:13:03 PMBUILDING G - OVERALL FLOORPLAN2019-044110 InnovationIrvine, CA 92617Phone (949) 720-2111Irvine Company:(67&/,))3/$=$%8,/',1**6,7( 75$6+(1&/2685(100-102 IRVINE AVENUENEWPORT BEACH, CAAuthorG-A2.1-02019-04-22 50% DESIGN DEVELOPMENT2019-06-14 100% DESIGN DEVELPMENT2020-03-122020-03-19FIRST CITY SUBMITTALBID SET.(<127(6*(1(5$/)/2253/$1127(61. REFER TO STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, AND FIRE PLANS FOR ADDITIONAL INFORMATION NOT SHOWN ON THIS PLAN. 2. SEE SHEETS A001 & A002 FOR COMPLETE WALL, FLOOR, & ROOF ASSEMBLY INFORMATION.3. REFER CIVIL AND PLUMBING PLANS FOR POINT OF CONNECTION OF ROOF DRAINS, DOMESTIC WATER NATURAL GAS, POWER FEEDS, SEWER AND GREASE WASTE LINES.4. THE SITE INFORMATION IS SHOWN FOR REFERENCE ONLY. REFER TO SITE IMPROVEMENT DRAWINGS, CIVIL GRADING - PRIVATE IMPROVEMENT PLANS, AND LANDSCAPE DRAWINGS UNDER A SEPARATE PERMIT FOR SITE IMPROVEMENT INFORMATION.5. REFER TO THE MECHANICAL AND ELECTRICAL DRAWINGS FOR THE REQUIRED WORKING CLEARANCE AROUND ELECTRICAL EQUIPMENT.6. ALL UTILITIES, INCLUDING CONDUITS AND PIPING, SHALL BE HELD TIGHT TO THE UNDERSIDE OF THE ROOF DECK .7. CONTRACTOR SHALL SEAL ALL PENETRATIONS AT FIRE RESISTIVE CONSTRUCTION WITH APPROVED FIRE ASSEMBLIES.8. CONTRACTOR SHALL SEAL ALL PENETRATIONS INTO SOUND RATED ASSEMBLIES WITH APPROVED RESILIENT ACOUSTIC SEALANT. ALL RECESSED ITEMS SHALL BE SEALED TO MAINTAIN INTEGRITY OF THE ACOUSTIC ASSEMBLY.9. UNLESS NOTED OTHERWISE, ALL DOORS ARE TO BE LOCATED 6" FROM THE INSIDE FACE OF THE ADJACENT PARTITION TO THE EDGE OF THE HINGE SIDE DOOR JAMB10. OPENING FIRE PROTECTION ASSEMBLIES IN ACCORDANGE WITH CBC TABLE 716.5.11. INSULATION REQUIREMENTS:EXTERIOR WALLS SHALL HAVE MINIMUM R-21 BATT INSULATIONNEW ROOFS SHALL HAVE R-38 RIGID INSULATION6<0%2/6/(*(1'(;,67,1*&216758&7,211215$7(':$//6+5),5(5$7(':$//6+5),5(5$7(':$//6+5),5(5$7(':$//6)/225(/(9$7,21&+$1*(;',67$1&(*(1(5$/',5(&7,212)6/23(6FDOH 1OVERALL FLOOR PLAN.(<3/$17UX H1RUWK Z$ 15,17(5,25:$// 0(7$/678')5$0,1*:,7+&217,18286)8//+(,*+77<3(;*<3680:$//%2$5'($&+6,'(Z$ 15,17(5,25:$// 0(7$/678')5$0,1*:,7+&217,18286)8//+(,*+77<3(;*<3680:$//%2$5'2121(6,'(Z$ 15,17(5,25:$// 0(7$/678')5$0,1*Z% 15(;7(5,25:$// 0(7$/678')5$0,1*:,7+&2175%$77,168/$7,21$7,17(5,253529,'(),1,6+(63(5,17(5,25),1,6+6&+('8/($7(;7(5,253529,'((;7(5,25&(0(173/$67(56<67(0:,7+(0%(''('(;3$1'('0(7$//$7+29(5 /$<(56%8,/',1*3$3(529(5&217(;7(5,25*5$'(7<3(;*/$660$7*<36806+($7+,1*6(((;7(5,25(/(9$7,216)25),1,6+(6Z& 15(;7(5,25:$// 0(7$/678')5$0,1*$7,17(5,253529,'((;7(5,25*5$'(3/<:22'6+($7+,1*$7(;7(5,253529,'(6,1*/(3/<522),1* &/$66$ 29(5&217(;7(5,25*5$'(7<3(;*/$660$7*<36806+($7+,1*6(((;7(5,25(/(9$7,216)25),1,6+(6Z' 15(;7(5,25:$// 0(7$/678')5$0,1*$7,17(5,25),1,6+(63529,'('%<)8785(7(1$17$7(;7(5,253529,'(7<3( ; */$660$7*<36806+($7+,1*Z/ 15,17(5,25:$// )8//+(,*+70(7$/678')5$0,1*:,7+&217,18286)8//+(,*+77<3(;*<3680:$//%2$5'21(6,'()5$0,1*6+$//&5($7($7+(50$/%5($.:,7+0,1,080$,5*$3%(7:((1(;7(5,25)5$0(':$//3529,'(&217,182865%$77,168/$7,21)520)/2257281'(56,'(2)522)'(&.PA2019-266Attachment No. PC 4 - Project Plans230 $%&'()**G-A3.029G-A3.59G-A3.5gAgAgB.1gB.1gCgCgDgDgD.9gD.9g1g1g2g2g3g3g3.4g3.4SUITE 100G100SUITE G101G101PATIO 2G101APATIO 1G100ASERVICE CORRIDORG104VESTIBULEG106FIRE RISERG103ELECTRICAL ROOMG105SUITE G102G10295' - 4"2' - 0"1' - 4 3/4"2' - 0"1' - 4 3/4"1' - 4 3/4"2' - 0"1' - 10 3/4"1' - 6"G-A3.12G-A3.046G-A3.611G-A3.616G-A3.66G-A3.721G-A3.81G-A3.51G-A3.5gB.7gB.7gC.4gC.4gD.4gD.4g2.1g2.1g2.5g2.5g3.7g3.7g4g4gBgBgEgEg3.8g3.815' - 3"1' - 2"17' - 5"7' - 11"9' - 6"17' - 7"8' - 0"17' - 4 1/2"1' - 1 1/2"1' - 4 3/4"28' - 6 5/16"4' - 0"4' - 0"22' - 0"4' - 0"4' - 0"10' - 2"4' - 0"6' - 5 5/8"12' - 10 13/16"6' - 2 9/16"16' - 9 3/4"12' - 2 7/8"11' - 10 13/16"10' - 3 9/16"3' - 6"2' - 0"1' - 6"74' - 5"10' - 3"1' - 1"17' - 4 1/2"11' - 6"14' - 4"9' - 4"8' - 7 1/2"1' - 11"4' - 0"4' - 0"10' - 2"4' - 0"40' - 4 3/16"11' - 7 3/16"12' - 1 7/16"17' - 9 1/8"17' - 9 1/8"7' - 3 1/16"3' - 4 3/4"17' - 5"7' - 11"11' - 1 7/16"15' - 11 9/16"8' - 0"17' - 4 1/2"7' - 0"8' - 11 9/16"8' - 3 13/16"17' - 0 11/16"2' - 6 1/2"4' - 5 1/2"2' - 6 1/2"2' - 6 1/2"9' - 4"8' - 7 1/2"1' - 5 3/8"2' - 6"8' - 2 5/8"11' - 2 1/4"3' - 10 1/4"5' - 4 15/16"3' - 2"6' - 9"2' - 3 1/2"3' - 6 3/4"6' - 7"13' - 10 7/16"18' - 2 3/8"4' - 0 3/4"6' - 6 3/8"23' - 10 9/16"7' - 1 3/8"7' - 1 7/8"2' - 6"2' - 8 5/8"3' - 10 3/8"4' - 8 9/16"74' - 5"10' - 3"1' - 1"17' - 4 1/2"11' - 6"14' - 4"9' - 4"8' - 7 1/2"1' - 11"8' - 2 7/16"4' - 0"10' - 2"4' - 0"4' - 0"32' - 5"4' - 0"4' - 0"3' - 4"4' - 6 1/8"3' - 8 3/8"A7.613A7.613A7.613A6.12A6.17A6.12A6.171A7.01A7.05A7.011A6.11A6.15A7.05A7.05A7.01A6.51A6.51A6.51A6.52A6.52A6.51A7.01A7.01A6.130032023202300w0.A30-HOUR67$7(2)&$/,)51,$25(1(:$/'$7(256/,&(1('$5&+,7(&7++8*6(0&ARCHITECTSORANGE«0QTVJ«1TCPIG«5VTGGV«««1TCPIG«%CNKHQTPKC«««««§Plan Check Number:Project Number:2019 Architects OrangeThese plans are copyright protected. Under such protec tion unauthorized use is not permi t ted. These p lans shal l not be reproduced or used w ithout wr itten permission by Architects Orange.FSEALCONSULTANTDrawing File Name:Sheet Plotted:Last Saved: by:6+((7C:\Users\DavidH\Documents\9044-IC -WESTCLIFF-BLDG-G_Central_David H.rvt3/19/2020 2:13:05 PM3/19/2020 2:13:05 PMBUILDING G - PARTIAL FLOOR PLAN2019-044110 InnovationIrvine, CA 92617Phone (949) 720-2111Irvine Company:(67&/,))3/$=$%8,/',1**6,7( 75$6+(1&/2685(100-102 IRVINE AVENUENEWPORT BEACH, CAAuthorG-A2.1-12019-04-22 50% DESIGN DEVELOPMENT2019-06-14 100% DESIGN DEVELPMENT2020-03-122020-03-19FIRST CITY SUBMITTALBID SET6FDOH 1PARTIAL FLOOR PLAN 67((/5(,1)25&('&21&6/$%21*5$'(3(56758&785$/ +$5'6&$3( 6((&,9,/(1*,1((5,1*'5$:,1*6$1'/$1'6&$3('5$:,1*81'(56(3$5$7(3(50,7)25&216758&7,21'(7$,/6&2/256$1'),1,6+(6.(<127(6*(1(5$/)/2253/$1127(61. REFER TO STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, AND FIRE PLANS FOR ADDITIONAL INFORMATION NOT SHOWN ON THIS PLAN. 2. SEE SHEETS A001 & A002 FOR COMPLETE WALL, FLOOR, & ROOF ASSEMBLY INFORMATION.3. REFER CIVIL AND PLUMBING PLANS FOR POINT OF CONNECTION OF ROOF DRAINS, DOMESTIC WATER NATURAL GAS, POWER FEEDS, SEWER AND GREASE WASTE LINES.4. THE SITE INFORMATION IS SHOWN FOR REFERENCE ONLY. REFER TO SITE IMPROVEMENT DRAWINGS, CIVIL GRADING - PRIVATE IMPROVEMENT PLANS, AND LANDSCAPE DRAWINGS UNDER A SEPARATE PERMIT FOR SITE IMPROVEMENT INFORMATION.5. REFER TO THE MECHANICAL AND ELECTRICAL DRAWINGS FOR THE REQUIRED WORKING CLEARANCE AROUND ELECTRICAL EQUIPMENT.6. ALL UTILITIES, INCLUDING CONDUITS AND PIPING, SHALL BE HELD TIGHT TO THE UNDERSIDE OF THE ROOF DECK .7. CONTRACTOR SHALL SEAL ALL PENETRATIONS AT FIRE RESISTIVE CONSTRUCTION WITH APPROVED FIRE ASSEMBLIES.8. CONTRACTOR SHALL SEAL ALL PENETRATIONS INTO SOUND RATED ASSEMBLIES WITH APPROVED RESILIENT ACOUSTIC SEALANT. ALL RECESSED ITEMS SHALL BE SEALED TO MAINTAIN INTEGRITY OF THE ACOUSTIC ASSEMBLY.9. UNLESS NOTED OTHERWISE, ALL DOORS ARE TO BE LOCATED 6" FROM THE INSIDE FACE OF THE ADJACENT PARTITION TO THE EDGE OF THE HINGE SIDE DOOR JAMB10. OPENING FIRE PROTECTION ASSEMBLIES IN ACCORDANGE WITH CBC TABLE 716.5.11. INSULATION REQUIREMENTS:EXTERIOR WALLS SHALL HAVE MINIMUM R-21 BATT INSULATIONNEW ROOFS SHALL HAVE R-38 RIGID INSULATION6<0%2/6/(*(1'(;,67,1*&216758&7,211215$7(':$//6+5),5(5$7(':$//6+5),5(5$7(':$//6+5),5(5$7(':$//6)/225(/(9$7,21&+$1*(; ',67$1&(*(1(5$/',5(&7,212)6/23(.(<3/$1Z$ 15,17(5,25:$// 0(7$/678')5$0,1*:,7+&217,18286)8//+(,*+77<3(;*<3680:$//%2$5'($&+6,'(Z$ 15,17(5,25:$// 0(7$/678')5$0,1*:,7+&217,18286)8//+(,*+77<3(;*<3680:$//%2$5'2121(6,'(Z$ 15,17(5,25:$// 0(7$/678')5$0,1*Z% 15(;7(5,25:$// 0(7$/678')5$0,1*:,7+&2175%$77,168/$7,21$7,17(5,253529,'(),1,6+(63(5,17(5,25),1,6+6&+('8/($7(;7(5,253529,'((;7(5,25&(0(173/$67(56<67(0:,7+(0%(''('(;3$1'('0(7$//$7+29(5 /$<(56%8,/',1*3$3(529(5&217(;7(5,25*5$'(7<3(;*/$660$7*<36806+($7+,1*6(((;7(5,25(/(9$7,216)25),1,6+(6Z& 15(;7(5,25:$// 0(7$/678')5$0,1*$7,17(5,253529,'((;7(5,25*5$'(3/<:22'6+($7+,1*$7(;7(5,253529,'(6,1*/(3/<522),1* &/$66$ 29(5&217(;7(5,25*5$'(7<3(;*/$660$7*<36806+($7+,1*6(((;7(5,25(/(9$7,216)25),1,6+(6Z' 15(;7(5,25:$// 0(7$/678')5$0,1*$7,17(5,25),1,6+(63529,'('%<)8785(7(1$17$7(;7(5,253529,'(7<3( ; */$660$7*<36806+($7+,1*Z/ 15,17(5,25:$// )8//+(,*+70(7$/678')5$0,1*:,7+&217,18286)8//+(,*+77<3(;*<3680:$//%2$5'21(6,'()5$0,1*6+$//&5($7($7+(50$/%5($.:,7+0,1,080$,5*$3%(7:((1(;7(5,25)5$0(':$//3529,'(&217,182865%$77,168/$7,21)520)/2257281'(56,'(2)522)'(&.PA2019-266Attachment No. PC 4 - Project Plans231 $%&'()**G-A3.029G-A3.59G-A3.5gAgAgB.1gB.1gCgCgDgDgD.9gD.9g5g5g5.5g5.5g5.9g5.9SUITE G102G102PATIO 3G102AELECTRICAL ROOMG105SERVICE CORRIDORG104VESTIBULEG106FIRE RISERG10315' - 3"1' - 2"17' - 5"7' - 11"9' - 6"17' - 7"8' - 0"17' - 4 1/2"1' - 1 1/2"95' - 4"13' - 3"4' - 0"10' - 2"4' - 0"4' - 0"21' - 11"4' - 0"4' - 0"28' - 0"4' - 0"3' - 4 3/4"2' - 0"1' - 4 3/4"4' - 0"10' - 2"4' - 0"4' - 0"39' - 11"4' - 0"4' - 0"2' - 0"1' - 4 3/4"3' - 4 3/4"10' - 5 1/4"30' - 6 1/8"8' - 2 1/4"2' - 3"11' - 4 7/16"6' - 3"34' - 10 1/16"2' - 3 1/2"2' - 9"4' - 4"23' - 3 5/16"7' - 2"3' - 2"7' - 9 1/4"3' - 7 1/4"5' - 4 5/16"7' - 4 7/8"9' - 0 5/16"4' - 0"4' - 0"3' - 4"18' - 2"39' - 11"4' - 0"2' - 0"G-A3.14G-A3.126G-A3.711G-A3.716G-A3.86G-A3.811G-A3.821G-A3.816G-A3.7gB.7gB.7gC.4gC.4gD.4gD.4g3.7g3.7g4g4g4.5g4.5g6g6gBgBgEgEg3.8g3.870' - 4"8' - 7 1/2"1' - 11"17' - 0"12' - 9 1/2"11' - 6"17' - 4"1' - 2"70' - 4"8' - 7 1/2"1' - 11"17' - 0"12' - 9 1/2"11' - 6"17' - 4"1' - 2"6' - 3 7/16"15' - 4"15' - 4"4' - 4"3' - 4 3/4"2' - 0"1' - 4 3/4"3' - 4 3/4"2' - 0"1' - 4 3/4"A7.6131A6.15A7.01A6.51A6.111A6.16A6.12A6.51A7.01A7.01A7.03008208205125025035035035031A6.567$7(2)&$/,)51,$25(1(:$/'$7(256/,&(1('$5&+,7(&7++8*6(0&ARCHITECTSORANGE«0QTVJ«1TCPIG«5VTGGV«««1TCPIG«%CNKHQTPKC«««««§Plan Check Number:Project Number:2019 Architects OrangeThese plans are copyright protected. Under such protec tion unauthorized use is not permi t ted. These p lans shal l not be reproduced or used w ithout wr itten permission by Architects Orange.FSEALCONSULTANTDrawing File Name:Sheet Plotted:Last Saved: by:6+((7C:\Users\DavidH\Documents\9044-IC -WESTCLIFF-BLDG-G_Central_David H.rvt3/19/2020 2:13:08 PM3/19/2020 2:13:08 PMBUILDING G - PARTIAL FLOOR PLAN2019-044110 InnovationIrvine, CA 92617Phone (949) 720-2111Irvine Company:(67&/,))3/$=$%8,/',1**6,7( 75$6+(1&/2685(100-102 IRVINE AVENUENEWPORT BEACH, CAAuthorG-A2.1-22019-04-22 50% DESIGN DEVELOPMENT2019-06-14 100% DESIGN DEVELPMENT2020-03-122020-03-19FIRST CITY SUBMITTALBID SET6FDOH 1PARTIAL FLOOR PLAN.(<127(6 67((/5(,1)25&('&21&6/$%21*5$'(3(56758&785$/ :,'()/$1*(&2/8013(56758&785$/7<3 +66&2/8013(56758&785$/7<3 '(&25$7,9($/80,180&2/801&29(56(((;7(5,25(/(9$7,216 $/80,1806725()52176<67(0*(1(5$/)/2253/$1127(61. REFER TO STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, AND FIRE PLANS FOR ADDITIONAL INFORMATION NOT SHOWN ON THIS PLAN. 2. SEE SHEETS A001 & A002 FOR COMPLETE WALL, FLOOR, & ROOF ASSEMBLY INFORMATION.3. REFER CIVIL AND PLUMBING PLANS FOR POINT OF CONNECTION OF ROOF DRAINS, DOMESTIC WATER NATURAL GAS, POWER FEEDS, SEWER AND GREASE WASTE LINES.4. THE SITE INFORMATION IS SHOWN FOR REFERENCE ONLY. REFER TO SITE IMPROVEMENT DRAWINGS, CIVIL GRADING - PRIVATE IMPROVEMENT PLANS, AND LANDSCAPE DRAWINGS UNDER A SEPARATE PERMIT FOR SITE IMPROVEMENT INFORMATION.5. REFER TO THE MECHANICAL AND ELECTRICAL DRAWINGS FOR THE REQUIRED WORKING CLEARANCE AROUND ELECTRICAL EQUIPMENT.6. ALL UTILITIES, INCLUDING CONDUITS AND PIPING, SHALL BE HELD TIGHT TO THE UNDERSIDE OF THE ROOF DECK .7. CONTRACTOR SHALL SEAL ALL PENETRATIONS AT FIRE RESISTIVE CONSTRUCTION WITH APPROVED FIRE ASSEMBLIES.8. CONTRACTOR SHALL SEAL ALL PENETRATIONS INTO SOUND RATED ASSEMBLIES WITH APPROVED RESILIENT ACOUSTIC SEALANT. ALL RECESSED ITEMS SHALL BE SEALED TO MAINTAIN INTEGRITY OF THE ACOUSTIC ASSEMBLY.9. UNLESS NOTED OTHERWISE, ALL DOORS ARE TO BE LOCATED 6" FROM THE INSIDE FACE OF THE ADJACENT PARTITION TO THE EDGE OF THE HINGE SIDE DOOR JAMB10. OPENING FIRE PROTECTION ASSEMBLIES IN ACCORDANGE WITH CBC TABLE 716.5.11. INSULATION REQUIREMENTS:EXTERIOR WALLS SHALL HAVE MINIMUM R-21 BATT INSULATIONNEW ROOFS SHALL HAVE R-38 RIGID INSULATION6<0%2/6/(*(1'(;,67,1*&216758&7,211215$7(':$//6+5),5(5$7(':$//6+5),5(5$7(':$//6+5),5(5$7(':$//6)/225(/(9$7,21&+$1*(; ',67$1&(*(1(5$/',5(&7,212)6/23(.(<3/$1Z$ 15,17(5,25:$// 0(7$/678')5$0,1*:,7+&217,18286)8//+(,*+77<3(;*<3680:$//%2$5'($&+6,'(Z$ 15,17(5,25:$// 0(7$/678')5$0,1*:,7+&217,18286)8//+(,*+77<3(;*<3680:$//%2$5'2121(6,'(Z$ 15,17(5,25:$// 0(7$/678')5$0,1*Z% 15(;7(5,25:$// 0(7$/678')5$0,1*:,7+&2175%$77,168/$7,21$7,17(5,253529,'(),1,6+(63(5,17(5,25),1,6+6&+('8/($7(;7(5,253529,'((;7(5,25&(0(173/$67(56<67(0:,7+(0%(''('(;3$1'('0(7$//$7+29(5 /$<(56%8,/',1*3$3(529(5&217(;7(5,25*5$'(7<3(;*/$660$7*<36806+($7+,1*6(((;7(5,25(/(9$7,216)25),1,6+(6Z& 15(;7(5,25:$// 0(7$/678')5$0,1*$7,17(5,253529,'((;7(5,25*5$'(3/<:22'6+($7+,1*$7(;7(5,253529,'(6,1*/(3/<522),1* &/$66$ 29(5&217(;7(5,25*5$'(7<3(;*/$660$7*<36806+($7+,1*6(((;7(5,25(/(9$7,216)25),1,6+(6Z' 15(;7(5,25:$// 0(7$/678')5$0,1*$7,17(5,25),1,6+(63529,'('%<)8785(7(1$17$7(;7(5,253529,'(7<3( ; */$660$7*<36806+($7+,1*Z/ 15,17(5,25:$// )8//+(,*+70(7$/678')5$0,1*:,7+&217,18286)8//+(,*+77<3(;*<3680:$//%2$5'21(6,'()5$0,1*6+$//&5($7($7+(50$/%5($.:,7+0,1,080$,5*$3%(7:((1(;7(5,25)5$0(':$//3529,'(&217,182865%$77,168/$7,21)520)/2257281'(56,'(2)522)'(&.PA2019-266Attachment No. PC 4 - Project Plans232 $%&'()**G-A3.029G-A3.59G-A3.5gAgAgB.1gB.1gCgCgDgDgD.9gD.9g1g1g2g2g3g3g3.4g3.4g5g5g5.5g5.5g5.9g5.9SUITE 100G100SUITE G101G101PATIO 3G102ASUITE G102G102ELECTRICAL ROOMG105SERVICE CORRIDORG104FIRE RISERG103G-A3.14G-A3.12G-A3.046G-A3.611G-A3.616G-A3.66G-A3.711G-A3.716G-A3.86G-A3.811G-A3.821G-A3.816G-A3.71G-A3.51G-A3.5gB.7gB.7gC.4gC.4gD.4gD.4g2.1g2.1g2.5g2.5g3.7g3.7g4g4g4.5g4.5g6g6gBgBgEgEg3.8g3.8PATIO 2G101AVESTIBULEG10667$7(2)&$/,)51,$25(1(:$/'$7(256/,&(1('$5&+,7(&7++8*6(0&ARCHITECTSORANGE«0QTVJ«1TCPIG«5VTGGV«««1TCPIG«%CNKHQTPKC«««««§Plan Check Number:Project Number:2019 Architects OrangeThese plans are copyright protected. Under such protec tion unauthorized use is not permi t ted. These p lans shal l not be reproduced or used w ithout wr itten permission by Architects Orange.FSEALCONSULTANTDrawing File Name:Sheet Plotted:Last Saved: by:6+((7C:\Users\DavidH\Documents\9044-IC -WESTCLIFF-BLDG-G_Central_David H.rvt3/19/2020 2:13:11 PM3/19/2020 2:13:11 PMBUILDING G - OVERALL REFLECTEDCEILING PLAN2019-044110 InnovationIrvine, CA 92617Phone (949) 720-2111Irvine Company:(67&/,))3/$=$%8,/',1**6,7( 75$6+(1&/2685(100-102 IRVINE AVENUENEWPORT BEACH, CAAuthorG-A2.2-02019-04-22 50% DESIGN DEVELOPMENT2019-06-14 100% DESIGN DEVELPMENT2020-03-122020-03-19FIRST CITY SUBMITTALBID SET.(<127(6*(1(5$/5&3127(61. REFER TO STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, AND FIRE PLANS FOR ADDITIONAL INFORMATION NOT SHOWN ON THIS PLAN. 2. SEE SHEETS A001 & A002 FOR COMPLETE WALL, FLOOR, & ROOF ASSEMBLY INFORMATION.3. ALL CONDUIT, HANGERS, PIPING, CEILING TRACKS, ETC.... SHALL NOT BE ATTACHED TO THE ROOF DECK. ATTACH TO STRUCTURAL MEMBERS ONLY.4. ALL UTILITIES, INCLUDING CONDUITS AND PIPING, SHALL BE HELD TIGHT TO THE UNDERSIDE OF THE ROOF DECK AND SLEEVE THRU CONCRETE BEAMS WHENEVER POSSIBLE.5. CONTRACTOR SHALL SEAL ALL PENETRATIONS AT FIRE RESISTIVE CONSTRUCTION WITH APPROVED FIRE ASSEMBLIES.6. CONTRACTOR SHALL SEAL ALL PENETRATIONS INTO SOUND RATED ASSEMBLIES WITH APPROVED RESILIENT ACOUSTIC SEALANT. ALL RECESSED ITEMS SHALL BE SEALED TO MAINTAIN INTEGRITY OF THE ACOUSTIC ASSEMBLY.7. CONTRACTOR SHALL REFER TO MECHANICAL DRAWINGS FOR OPENINGS, DUCTS AND VENTS NOT SHOWN ON THIS REFLECTED CEILING PLAN.8. CONTRACTOR SHALL REFER TO PLUMBING DRAWINGS FOR PLUMBING VENTS AND PIPES NOT SHOWN ON THIS REFLECTED CEILING PLAN.9. CONTRACTOR SHALL REFER TO ELECTRICAL DRAWINGS FOR CONDUIT RUNS, EQUIPMENT, AND LIGHTING FIXTURE INFORMATION NOT SHOWN ON THIS REFLECTED CEILING PLAN.10. CONTRACTOR SHALL REFER TO FIRE SPRINKLER AND FIRE ALARM PLANS FOR ADDITIONAL INFORMATION NOT SHOWN ON THIS REFLECTED CEILING PLAN.6FDOH 1OVERALL REFLECTED CEILING PLAN.(<3/$1PA2019-266Attachment No. PC 4 - Project Plans233 $%&'()**G-A3.029G-A3.59G-A3.5gAgAgB.1gB.1gCgCgDgDgD.9gD.9g1g1g2g2g3g3g3.4g3.4SUITE 100G100SUITE G101G101PATIO 2G101APATIO 1G100ASERVICE CORRIDORG104ELECTRICAL ROOMG105FIRE RISERG103SUITE G102G102516518520G-A3.12G-A3.046G-A3.611G-A3.616G-A3.66G-A3.721G-A3.81G-A3.51G-A3.5gB.7gB.7gC.4gC.4gD.4gD.4g2.1g2.1g2.5g2.5g3.7g3.7g4g4gBgBgEgEg3.8g3.81' - 11"6' - 2"1' - 11"518265026391' - 11"6' - 2"1' - 11"92818' - 0"5182650263992818' - 0"92814' - 0"7' - 4"92810' - 0"92826323' - 0 7/16"3' - 10 5/8"3' - 3"10' - 0"92510' - 0"92514408109203A6.54A6.54A6.53A6.514A6.526042607260726042607923FC-01923FC-01PT-011' - 11"6' - 2"1' - 11"928PT-02PT-01PT-0167$7(2)&$/,)51,$25(1(:$/'$7(256/,&(1('$5&+,7(&7++8*6(0&ARCHITECTSORANGE«0QTVJ«1TCPIG«5VTGGV«««1TCPIG«%CNKHQTPKC«««««§Plan Check Number:Project Number:2019 Architects OrangeThese plans are copyright protected. Under such protec tion unauthorized use is not permi t ted. These p lans shal l not be reproduced or used w ithout wr itten permission by Architects Orange.FSEALCONSULTANTDrawing File Name:Sheet Plotted:Last Saved: by:6+((7C:\Users\DavidH\Documents\9044-IC -WESTCLIFF-BLDG-G_Central_David H.rvt3/19/2020 2:13:14 PM3/19/2020 2:13:14 PMBUILDING G - PARTIAL REFLECTEDCEILING PLAN2019-044110 InnovationIrvine, CA 92617Phone (949) 720-2111Irvine Company:(67&/,))3/$=$%8,/',1**6,7( 75$6+(1&/2685(100-102 IRVINE AVENUENEWPORT BEACH, CAAuthorG-A2.2-12019-04-22 50% DESIGN DEVELOPMENT2019-06-14 100% DESIGN DEVELPMENT2020-03-122020-03-19FIRST CITY SUBMITTALBID SET.(<127(6 67((/&&+$11(/$:1,1* 522),1*6,1*/(3/<522),1*29(57$3(5('5,*,',168/$7,2129(53/<:22'6+($7+,1*6/23(72&217,18286*877(562)),7$/80,1806,',1*)$67(1('720(7$/678',1),//)5$0,1*5()(5726758&785$/)25025(,1)2 3$,17('0(7$//289(5('$:1,1* 67((/&&+$11(/$:1,1* 522),1*6,1*/(3/<522),1*29(57$3(5('5,*,',168/$7,2129(50(7$/'(&.,1*6/23(72&217,18286*877(562)),79(57,&$/$/80,180;6(&7,2165()(5726758&785$/)25025(,1)2 522)$&&(66+$7&+3(5'2256&+('8/( 23(1726758&785($%29( :,'(0(7$/3$1(/6<67(0 )5$0('*<3680%2$5'&(,/,1* &2$7(;7(5,25&(0(173/$67(562)),7:,7+(0%(''('6(/))855,1*(;3$1'('0(7$//$7+29(5$&217,18286 /$<(56%8,/',1*3$3(5 522)$&&(66/$''(5 )$1%<27+(563529,'(-%2;678%%(',1727(1$1763$&( &(,/,1*02817('63$&(+($7(5%<27+(563529,'(-%2;678%%(',1727(1$1763$&( (;7(5,255(&(66('02817(''2:1/,*+73(5(/(&75,&$/'5$:,1*6 (;7(5,25$:1,1*02817('/,*+7,1*),;785(6(((/(&75,&$/'5$:,1*)25025(,1)250$7,213529,'($:$7(53522)685)$&(02817('/,*+7),;785(0,6&02817,1*%5$&.(76$1')$67(1(5612772%(9,6,%/()5207+(81'(56,'(2)7+(0(7$/$:1,1*7<3 (;7(5,25685)$&(02817('675,3/,*+7$77$&+('72/289(5('$:1,1**(1(5$/5&3127(61. REFER TO STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, AND FIRE PLANS FOR ADDITIONAL INFORMATION NOT SHOWN ON THIS PLAN. 2. SEE SHEETS A001 & A002 FOR COMPLETE WALL, FLOOR, & ROOF ASSEMBLY INFORMATION.3. ALL CONDUIT, HANGERS, PIPING, CEILING TRACKS, ETC.... SHALL NOT BE ATTACHED TO THE ROOF DECK. ATTACH TO STRUCTURAL MEMBERS ONLY.4. ALL UTILITIES, INCLUDING CONDUITS AND PIPING, SHALL BE HELD TIGHT TO THE UNDERSIDE OF THE ROOF DECK AND SLEEVE THRU CONCRETE BEAMS WHENEVER POSSIBLE.5. CONTRACTOR SHALL SEAL ALL PENETRATIONS AT FIRE RESISTIVE CONSTRUCTION WITH APPROVED FIRE ASSEMBLIES.6. CONTRACTOR SHALL SEAL ALL PENETRATIONS INTO SOUND RATED ASSEMBLIES WITH APPROVED RESILIENT ACOUSTIC SEALANT. ALL RECESSED ITEMS SHALL BE SEALED TO MAINTAIN INTEGRITY OF THE ACOUSTIC ASSEMBLY.7. CONTRACTOR SHALL REFER TO MECHANICAL DRAWINGS FOR OPENINGS, DUCTS AND VENTS NOT SHOWN ON THIS REFLECTED CEILING PLAN.8. CONTRACTOR SHALL REFER TO PLUMBING DRAWINGS FOR PLUMBING VENTS AND PIPES NOT SHOWN ON THIS REFLECTED CEILING PLAN.9. CONTRACTOR SHALL REFER TO ELECTRICAL DRAWINGS FOR CONDUIT RUNS, EQUIPMENT, AND LIGHTING FIXTURE INFORMATION NOT SHOWN ON THIS REFLECTED CEILING PLAN.10. CONTRACTOR SHALL REFER TO FIRE SPRINKLER AND FIRE ALARM PLANS FOR ADDITIONAL INFORMATION NOT SHOWN ON THIS REFLECTED CEILING PLAN..(<3/$16FDOH 1PARTIAL REFLECTED CEILING PLANPA2019-266Attachment No. PC 4 - Project Plans234 $%&'()**G-A3.029G-A3.59G-A3.5gAgAgB.1gB.1gCgCgDgDgD.9gD.9g5g5g5.5g5.5g5.9g5.9SUITE G102G102ELECTRICAL ROOMG105SERVICE CORRIDORG104PATIO 3G102AFIRE RISERG103SUITE 100G100SUITE G101G101520518G-A3.14G-A3.126G-A3.711G-A3.716G-A3.86G-A3.811G-A3.821G-A3.816G-A3.7gB.7gB.7gC.4gC.4gD.4gD.4g3.7g4g4.5g6g6gBgBgEgEg3.892592510' - 0"10' - 0"92810' - 0"9287' - 4"8101440920520260726045125181' - 11"6' - 2"1' - 11"18' - 0"928263926501' - 11"6' - 2"1' - 11"51892818' - 0"2639265092852014' - 0"13' - 0"13' - 0"3A6.54A6.53A6.54A6.514A6.5FC-01923PT-02PT-02FC-019236' - 8 13/16"8' - 9 1/8"8' - 9 1/8"8' - 9"6' - 8 15/16"FC-019234' - 1 1/8"9' - 9 7/8"9' - 9 7/8"4' - 1 1/8" EQ. EQ. EQ. EQ.PT-02PT-01PT-0167$7(2)&$/,)51,$25(1(:$/'$7(256/,&(1('$5&+,7(&7++8*6(0&ARCHITECTSORANGE«0QTVJ«1TCPIG«5VTGGV«««1TCPIG«%CNKHQTPKC«««««§Plan Check Number:Project Number:2019 Architects OrangeThese plans are copyright protected. Under such protec tion unauthorized use is not permi t ted. These p lans shal l not be reproduced or used w ithout wr itten permission by Architects Orange.FSEALCONSULTANTDrawing File Name:Sheet Plotted:Last Saved: by:6+((7C:\Users\DavidH\Documents\9044-IC -WESTCLIFF-BLDG-G_Central_David H.rvt3/19/2020 2:13:17 PM3/19/2020 2:13:17 PMBUILDING G - PARTIAL REFLECTEDCEILING PLAN2019-044110 InnovationIrvine, CA 92617Phone (949) 720-2111Irvine Company:(67&/,))3/$=$%8,/',1**6,7( 75$6+(1&/2685(100-102 IRVINE AVENUENEWPORT BEACH, CAAuthorG-A2.2-22019-04-22 50% DESIGN DEVELOPMENT2019-06-14 100% DESIGN DEVELPMENT2020-03-122020-03-19FIRST CITY SUBMITTALBID SET.(<127(6 '(&25$7,9($/80,180&2/801&29(56(((;7(5,25(/(9$7,216 3$,17('0(7$//289(5('$:1,1* 67((/&&+$11(/$:1,1* 522),1*6,1*/(3/<522),1*29(57$3(5('5,*,',168/$7,2129(50(7$/'(&.,1*6/23(72&217,18286*877(562)),79(57,&$/$/80,180;6(&7,2165()(5726758&785$/)25025(,1)2 522)$&&(66+$7&+3(5'2256&+('8/( 23(1726758&785($%29( :,'(0(7$/3$1(/6<67(0 )5$0('*<3680%2$5'&(,/,1* &2$7(;7(5,25&(0(173/$67(562)),7:,7+(0%(''('6(/))855,1*(;3$1'('0(7$//$7+29(5$&217,18286 /$<(56%8,/',1*3$3(5 522)$&&(66/$''(5 )$1%<27+(563529,'(-%2;678%%(',1727(1$1763$&( &(,/,1*02817('63$&(+($7(5%<27+(563529,'(-%2;678%%(',1727(1$1763$&( (;7(5,25$:1,1*02817('/,*+7,1*),;785(6(((/(&75,&$/'5$:,1*)25025(,1)250$7,213529,'($:$7(53522)685)$&(02817('/,*+7),;785(0,6&02817,1*%5$&.(76$1')$67(1(5612772%(9,6,%/()5207+(81'(56,'(2)7+(0(7$/$:1,1*7<3 (;7(5,25685)$&(02817('675,3/,*+7$77$&+('72/289(5('$:1,1**(1(5$/5&3127(61. REFER TO STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, AND FIRE PLANS FOR ADDITIONAL INFORMATION NOT SHOWN ON THIS PLAN. 2. SEE SHEETS A001 & A002 FOR COMPLETE WALL, FLOOR, & ROOF ASSEMBLY INFORMATION.3. ALL CONDUIT, HANGERS, PIPING, CEILING TRACKS, ETC.... SHALL NOT BE ATTACHED TO THE ROOF DECK. ATTACH TO STRUCTURAL MEMBERS ONLY.4. ALL UTILITIES, INCLUDING CONDUITS AND PIPING, SHALL BE HELD TIGHT TO THE UNDERSIDE OF THE ROOF DECK AND SLEEVE THRU CONCRETE BEAMS WHENEVER POSSIBLE.5. CONTRACTOR SHALL SEAL ALL PENETRATIONS AT FIRE RESISTIVE CONSTRUCTION WITH APPROVED FIRE ASSEMBLIES.6. CONTRACTOR SHALL SEAL ALL PENETRATIONS INTO SOUND RATED ASSEMBLIES WITH APPROVED RESILIENT ACOUSTIC SEALANT. ALL RECESSED ITEMS SHALL BE SEALED TO MAINTAIN INTEGRITY OF THE ACOUSTIC ASSEMBLY.7. CONTRACTOR SHALL REFER TO MECHANICAL DRAWINGS FOR OPENINGS, DUCTS AND VENTS NOT SHOWN ON THIS REFLECTED CEILING PLAN.8. CONTRACTOR SHALL REFER TO PLUMBING DRAWINGS FOR PLUMBING VENTS AND PIPES NOT SHOWN ON THIS REFLECTED CEILING PLAN.9. CONTRACTOR SHALL REFER TO ELECTRICAL DRAWINGS FOR CONDUIT RUNS, EQUIPMENT, AND LIGHTING FIXTURE INFORMATION NOT SHOWN ON THIS REFLECTED CEILING PLAN.10. CONTRACTOR SHALL REFER TO FIRE SPRINKLER AND FIRE ALARM PLANS FOR ADDITIONAL INFORMATION NOT SHOWN ON THIS REFLECTED CEILING PLAN..(<3/$16FDOH 1PARTIAL REFLECTED CEILING PLANPA2019-266Attachment No. PC 4 - Project Plans235 $%&'()**G-A3.029G-A3.59G-A3.5gAgAgB.1gB.1gCgCgDgDgD.9gD.9g1g1g2g2g3g3g3.4g3.4g5g5g5.5g5.5g5.9g5.9516520G-A3.14G-A3.12G-A3.046G-A3.611G-A3.616G-A3.66G-A3.711G-A3.716G-A3.86G-A3.811G-A3.821G-A3.816G-A3.71G-A3.51G-A3.5gB.7gB.7gC.4gC.4gD.4gD.4g2.1g2.1g2.5g2.5g3.7g3.7g4g4g4.5g4.5g6g6gBgBgEgEg3.8g3.8 SOLAR ZONE #2SOLAR ZONE #1SOLAR ZONE #311111123012301755755755755755755755755r0.A1 67$7(2)&$/,)51,$25(1(:$/'$7(256/,&(1('$5&+,7(&7++8*6(0&ARCHITECTSORANGE«0QTVJ«1TCPIG«5VTGGV«««1TCPIG«%CNKHQTPKC«««««§Plan Check Number:Project Number:2019 Architects OrangeThese plans are copyright protected. Under such protec tion unauthorized use is not permi t ted. These p lans shal l not be reproduced or used w ithout wr itten permission by Architects Orange.FSEALCONSULTANTDrawing File Name:Sheet Plotted:Last Saved: by:6+((7C:\Users\DavidH\Documents\9044-IC -WESTCLIFF-BLDG-G_Central_David H.rvt3/19/2020 2:13:19 PM3/19/2020 2:13:19 PMBUILDING G - OVERALL ROOF PLAN2019-044110 InnovationIrvine, CA 92617Phone (949) 720-2111Irvine Company:(67&/,))3/$=$%8,/',1**6,7( 75$6+(1&/2685(100-102 IRVINE AVENUENEWPORT BEACH, CAAuthorG-A2.3-02019-04-22 50% DESIGN DEVELOPMENT2019-06-14 100% DESIGN DEVELPMENT2020-03-122020-03-19FIRST CITY SUBMITTALBID SET6FDOH 1OVERALL ROOF PLAN.(<127(6 0(&+$1,&$/6&5((1:$// 67((/&&+$11(/$:1,1* 522),1*6,1*/(3/<522),1*29(57$3(5('5,*,',168/$7,2129(53/<:22'6+($7+,1*6/23(72&217,18286*877(562)),7$/80,1806,',1*)$67(1('720(7$/678',1),//)5$0,1*5()(5726758&785$/)25025(,1)2 67((/&&+$11(/$:1,1* 522),1*6,1*/(3/<522),1*29(57$3(5('5,*,',168/$7,2129(50(7$/'(&.,1*6/23(72&217,18286*877(562)),79(57,&$/$/80,180;6(&7,2165()(5726758&785$/)25025(,1)2 7$3(5('5,*,')2$0522)&5,&.(7 3529,'('$65(48,5(')25326,7,9('5$,1$*($7+,*+6,'(2)&85%('522)23(1,1*3/$7)2506(7&),1,6+720$7&+29(5$//522),1*0$7(5,$/ 127,16&23(/2&$7,21'(',&$7(')25)8785(522)7230(&+$1,&$/81,70(&+81,76,=,1*&$/&8/$7,216$1'&216758&7,2172%(3$572))8785(7(1$17,03529(0(17681'(5$6(3$5$7(3(50,76((0(&+$1,&$/'5$:,1*6)25025(,1)250$7,21*(1(5$/522)3/$1127(61. REFER TOSPECIFICATIONS FOR ADDITIONAL INFORMATION ON ROOFING AND INSTALLATION.2. REFER TO ELECTRIAL, MECHANICAL, PLUMBING AND MECHANICAL DRAWINGS AND SPECIFICATION.3. REFER TO PLUMBING DRAWINGS FOR ROOFDRAIN / LEADER SIZES.4. SOME RIDGE AND VALLEY OF ROOF SLOPES OCCUR BY THE USE OF TAPERED INSULATION.5. ELEVATION HEIGHTS ARE BASED ON ELEVATIONS ABOVE BUILDING'S DATUM.6. ROOFING SYSTEM U.L. CLASSIFICATIONS:A. SINGLE-PLY W// RIGID INSULATION: CLASS AB. ASPHALT SHINGLE: CLASS A7. ROOF INSULATION REQUIREMENTS: R-XX 8. FLASHING NOTES:IN ADDITION TO THE SPECIFIED SHEET METAL FLASHING DETAILS, THE GENERAL CONTRACTOR SHALL ENSURE THAT ALL SPECIFIED AND POTENTIAL FLASHING APPLICATIONS ARE INSTALLED AND DETAILS EXECUTED PER SMACNA STANDARDS. THE GENERAL CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY AREAS NOT COVERED IN THE DRAWINGS THAT MAY REQUIRE WEATHER PROTECTION VIA SHEET METAL FLASHING. FLASHING SHALL A MINIMUM FIVE (5) YEAR WARRANTY.9. ALL BUILDING ROOFS SHALL HAVE A MINIMUM TEN (10) YEAR MANUFACTURERS WARRANTY FOR THE ENTIRE ASSEMBLY EXCEPT THAT THE SINGLE-PLY ROOFING SHALL HAVE A MINIMUM TWENTY (20) YEAR FULL SYSTEM WARRANTY.10. ALL ROOF AREAS SHALL SLOPE TO DRAIN AT A MINIMUM 1/4" PER FOOT SLOPE.11. RIGID INSULATION SHALL HAVE 1/2" PROTECTION BOARD12. REFER TO SHEETS A7.XX ROOF DETAILS13. ALL ROOFTOP UNITS TO BE PAINTED TO MATCH THE ROOFING MATERIAL COLOR.14. PROVIDE TAPERED RIGID INSULATION CRICKETS AT HVAC UNITS TO CREATE POSITIVE DRAINAGE. SLOPE MIN. 1/2" / FT. AND WIDTH SHOULD MATCH HVAC UNIT..(<3/$1U$ 15732522) 0,10,/0(&+$1,&$//<)$67(1('6,1*/(3/<0(0%5$1(522),1*29(50,13527(&7,21%2$5'3(5522),1*0$18)5(&200(1'$7,216210,155,*,',168/$7,21,167$//('29(53/<:22''(&.,1*3(56758&785$/Z$ 15,17(5,25:$// 0(7$/678')5$0,1*:,7+&217,18286)8//+(,*+77<3(;*<3680:$//%2$5'($&+6,'(Z$ 15,17(5,25:$// 0(7$/678')5$0,1*:,7+&217,18286)8//+(,*+77<3(;*<3680:$//%2$5'2121(6,'(Z$ 15,17(5,25:$// 0(7$/678')5$0,1*Z% 15(;7(5,25:$// 0(7$/678')5$0,1*:,7+&2175%$77,168/$7,21$7,17(5,253529,'(),1,6+(63(5,17(5,25),1,6+6&+('8/($7(;7(5,253529,'((;7(5,25&(0(173/$67(56<67(0:,7+(0%(''('(;3$1'('0(7$//$7+29(5 /$<(56%8,/',1*3$3(529(5&217(;7(5,25*5$'(7<3(;*/$660$7*<36806+($7+,1*6(((;7(5,25(/(9$7,216)25),1,6+(6Z& 15(;7(5,25:$// 0(7$/678')5$0,1*$7,17(5,253529,'((;7(5,25*5$'(3/<:22'6+($7+,1*$7(;7(5,253529,'(6,1*/(3/<522),1* &/$66$ 29(5&217(;7(5,25*5$'(7<3(;*/$660$7*<36806+($7+,1*6(((;7(5,25(/(9$7,216)25),1,6+(6Z' 15(;7(5,25:$// 0(7$/678')5$0,1*$7,17(5,25),1,6+(63529,'('%<)8785(7(1$17$7(;7(5,253529,'(7<3( ; */$660$7*<36806+($7+,1*Z/ 15,17(5,25:$// )8//+(,*+70(7$/678')5$0,1*:,7+&217,18286)8//+(,*+77<3(;*<3680:$//%2$5'21(6,'()5$0,1*6+$//&5($7($7+(50$/%5($.:,7+0,1,080$,5*$3%(7:((1(;7(5,25)5$0(':$//3529,'(&217,182865%$77,168/$7,21)520)/2257281'(56,'(2)522)'(&.PA2019-266Attachment No. PC 4 - Project Plans236 $%&'()**G-A3.029G-A3.59G-A3.5gAgAgB.1gB.1gCgCgDgDgD.9gD.9g1g1g2g2g3g3g3.4g3.4 G-A3.12G-A3.046G-A3.611G-A3.616G-A3.66G-A3.721G-A3.81G-A3.51G-A3.5gB.7gB.7gC.4gC.4gD.4gD.4g2.1g2.1g2.5g2.5g3.7g3.7g4g4gBgBgEgEg3.8g3.8SOLAR ZONE #224' - 0"61024' - 0"20' - 0"61161061024' - 0"24' - 0"610221022102210221081061024' - 0" RIDGEVALLEYVALLEYVALLEYVALLEYVALLEYRIDGEVALLEYVALLEYRIDGE VALLEY2210VALLEY24' - 0"6103A7.83A7.83A7.816A7.816A7.81A7.8BELOWBELOWBELOW7A7.8759759A7.88A7.88A7.8812' - 10"5' - 4"32' - 6"11' - 9 7/8"6A7.817A7.817A7.817A7.817A7.82301230123002300111111111111 70612A7.7BELOW SP-1752SP-175267$7(2)&$/,)51,$25(1(:$/'$7(256/,&(1('$5&+,7(&7++8*6(0&ARCHITECTSORANGE«0QTVJ«1TCPIG«5VTGGV«««1TCPIG«%CNKHQTPKC«««««§Plan Check Number:Project Number:2019 Architects OrangeThese plans are copyright protected. Under such protec tion unauthorized use is not permi t ted. These p lans shal l not be reproduced or used w ithout wr itten permission by Architects Orange.FSEALCONSULTANTDrawing File Name:Sheet Plotted:Last Saved: by:6+((7C:\Users\DavidH\Documents\9044-IC -WESTCLIFF-BLDG-G_Central_David H.rvt3/19/2020 2:13:22 PM3/19/2020 2:13:22 PMBUILDING G - PARTIAL ROOF PLAN2019-044110 InnovationIrvine, CA 92617Phone (949) 720-2111Irvine Company:(67&/,))3/$=$%8,/',1**6,7( 75$6+(1&/2685(100-102 IRVINE AVENUENEWPORT BEACH, CAAuthorG-A2.3-12019-04-22 50% DESIGN DEVELOPMENT2019-06-14 100% DESIGN DEVELPMENT2020-03-122020-03-19FIRST CITY SUBMITTALBID SET.(<127(6 0(&+$1,&$/6&5((1:$// +,*+)53&251,&(75,0 +,*+)53&251,&(75,0 $''$'',7,21$//$<(562)5,*,',168/$7,2172&217,18(6/23(2)522) 39&522),1* 63/$6+%/2&. 522)$&&(66+$7&+3(5'2256&+('8/( 522)'5$,16803:,7+522)$1'522)29(5)/2:'5$,1:,7+6(3$5$7(3,3,1*6<67(0,167$//3(5522),1*0$18)$&785(5:$55$17<5(48,5(0(176$1',167$//$7,215(&200(1'$7,216 522)7230(&+81,7$1'0(&+81,7&85%6((0(&+$1,&$/'5$:,1*6)25025(,1)250$7,21 127,16&23(/2&$7,21'(',&$7(')25)8785(522)7230(&+$1,&$/81,70(&+81,76,=,1*&$/&8/$7,216$1'&216758&7,2172%(3$572))8785(7(1$17,03529(0(17681'(5$6(3$5$7(3(50,76((0(&+$1,&$/'5$:,1*6)25025(,1)250$7,21*(1(5$/522)3/$1127(61. REFER TOSPECIFICATIONS FOR ADDITIONAL INFORMATION ON ROOFING AND INSTALLATION.2. REFER TO ELECTRIAL, MECHANICAL, PLUMBING AND MECHANICAL DRAWINGS AND SPECIFICATION.3. REFER TO PLUMBING DRAWINGS FOR ROOFDRAIN / LEADER SIZES.4. SOME RIDGE AND VALLEY OF ROOF SLOPES OCCUR BY THE USE OF TAPERED INSULATION.5. ELEVATION HEIGHTS ARE BASED ON ELEVATIONS ABOVE BUILDING'S DATUM.6. ROOFING SYSTEM U.L. CLASSIFICATIONS:A. SINGLE-PLY W// RIGID INSULATION: CLASS AB. ASPHALT SHINGLE: CLASS A7. ROOF INSULATION REQUIREMENTS: R-XX 8. FLASHING NOTES:IN ADDITION TO THE SPECIFIED SHEET METAL FLASHING DETAILS, THE GENERAL CONTRACTOR SHALL ENSURE THAT ALL SPECIFIED AND POTENTIAL FLASHING APPLICATIONS ARE INSTALLED AND DETAILS EXECUTED PER SMACNA STANDARDS. THE GENERAL CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY AREAS NOT COVERED IN THE DRAWINGS THAT MAY REQUIRE WEATHER PROTECTION VIA SHEET METAL FLASHING. FLASHING SHALL A MINIMUM FIVE (5) YEAR WARRANTY.9. ALL BUILDING ROOFS SHALL HAVE A MINIMUM TEN (10) YEAR MANUFACTURERS WARRANTY FOR THE ENTIRE ASSEMBLY EXCEPT THAT THE SINGLE-PLY ROOFING SHALL HAVE A MINIMUM TWENTY (20) YEAR FULL SYSTEM WARRANTY.10. ALL ROOF AREAS SHALL SLOPE TO DRAIN AT A MINIMUM 1/4" PER FOOT SLOPE.11. RIGID INSULATION SHALL HAVE 1/2" PROTECTION BOARD12. REFER TO SHEETS A7.XX ROOF DETAILS13. ALL ROOFTOP UNITS TO BE PAINTED TO MATCH THE ROOFING MATERIAL COLOR.14. PROVIDE TAPERED RIGID INSULATION CRICKETS AT HVAC UNITS TO CREATE POSITIVE DRAINAGE. SLOPE MIN. 1/2" / FT. AND WIDTH SHOULD MATCH HVAC UNIT..(<3/$16FDOH 1PARTIAL ROOF PLANU$ 15732522) 0,10,/0(&+$1,&$//<)$67(1('6,1*/(3/<0(0%5$1(522),1*29(50,13527(&7,21%2$5'3(5522),1*0$18)5(&200(1'$7,216210,155,*,',168/$7,21,167$//('29(53/<:22''(&.,1*3(56758&785$/Z$ 15,17(5,25:$// 0(7$/678')5$0,1*:,7+&217,18286)8//+(,*+77<3(;*<3680:$//%2$5'($&+6,'(Z$ 15,17(5,25:$// 0(7$/678')5$0,1*:,7+&217,18286)8//+(,*+77<3(;*<3680:$//%2$5'2121(6,'(Z$ 15,17(5,25:$// 0(7$/678')5$0,1*Z% 15(;7(5,25:$// 0(7$/678')5$0,1*:,7+&2175%$77,168/$7,21$7,17(5,253529,'(),1,6+(63(5,17(5,25),1,6+6&+('8/($7(;7(5,253529,'((;7(5,25&(0(173/$67(56<67(0:,7+(0%(''('(;3$1'('0(7$//$7+29(5 /$<(56%8,/',1*3$3(529(5&217(;7(5,25*5$'(7<3(;*/$660$7*<36806+($7+,1*6(((;7(5,25(/(9$7,216)25),1,6+(6Z& 15(;7(5,25:$// 0(7$/678')5$0,1*$7,17(5,253529,'((;7(5,25*5$'(3/<:22'6+($7+,1*$7(;7(5,253529,'(6,1*/(3/<522),1* &/$66$ 29(5&217(;7(5,25*5$'(7<3(;*/$660$7*<36806+($7+,1*6(((;7(5,25(/(9$7,216)25),1,6+(6Z' 15(;7(5,25:$// 0(7$/678')5$0,1*$7,17(5,25),1,6+(63529,'('%<)8785(7(1$17$7(;7(5,253529,'(7<3( ; */$660$7*<36806+($7+,1*Z/ 15,17(5,25:$// )8//+(,*+70(7$/678')5$0,1*:,7+&217,18286)8//+(,*+77<3(;*<3680:$//%2$5'21(6,'()5$0,1*6+$//&5($7($7+(50$/%5($.:,7+0,1,080$,5*$3%(7:((1(;7(5,25)5$0(':$//3529,'(&217,182865%$77,168/$7,21)520)/2257281'(56,'(2)522)'(&.PA2019-266Attachment No. PC 4 - Project Plans237 $%&'()**9G-A3.59G-A3.5gAgAgB.1gB.1gCgCgDgDgD.9gD.9g5g5g5.5g5.5g5.9g5.9 G-A3.146G-A3.711G-A3.716G-A3.86G-A3.811G-A3.821G-A3.816G-A3.7gB.7gB.7gC.4gC.4gD.4gD.4g3.7g4g4.5g6g6gBgBgEgEg3.8SOLAR ZONE #1SOLAR ZONE #3RIDGEVALLEYVALLEYRIDGEVALLEYVALLEYVALLEYRIDGEVALLEYVALLEYVALLEYVALLEYRIDGERIDGE 22102210221075975922102210A7.88A7.88A7.886107A7.81A7.824' - 0"20' - 0"6112A7.824' - 0"61016A7.83A7.8BELOW6A7.881061061124' - 0"20' - 0"20' - 0"6112A7.824' - 0"61011' - 11"22' - 9"12' - 0"6' - 6"11' - 10 1/8"26' - 0"11' - 10 7/8"61024' - 0"17A7.817A7.817A7.817A7.82301230123012301111111111111111 70612A7.7BELOW SP-1752SP-1752SP-175267$7(2)&$/,)51,$25(1(:$/'$7(256/,&(1('$5&+,7(&7++8*6(0&ARCHITECTSORANGE«0QTVJ«1TCPIG«5VTGGV«««1TCPIG«%CNKHQTPKC«««««§Plan Check Number:Project Number:2019 Architects OrangeThese plans are copyright protected. Under such protec tion unauthorized use is not permi t ted. These p lans shal l not be reproduced or used w ithout wr itten permission by Architects Orange.FSEALCONSULTANTDrawing File Name:Sheet Plotted:Last Saved: by:6+((7C:\Users\DavidH\Documents\9044-IC -WESTCLIFF-BLDG-G_Central_David H.rvt3/19/2020 2:13:25 PM3/19/2020 2:13:25 PMBUILDING G - PARTIAL ROOF PLAN2019-044110 InnovationIrvine, CA 92617Phone (949) 720-2111Irvine Company:(67&/,))3/$=$%8,/',1**6,7( 75$6+(1&/2685(100-102 IRVINE AVENUENEWPORT BEACH, CAAuthorG-A2.3-22019-04-22 50% DESIGN DEVELOPMENT2019-06-14 100% DESIGN DEVELPMENT2020-03-122020-03-19FIRST CITY SUBMITTALBID SET.(<127(6 0(&+$1,&$/6&5((1:$// +,*+)53&251,&(75,0 +,*+)53&251,&(75,0 $''$'',7,21$//$<(562)5,*,',168/$7,2172&217,18(6/23(2)522) 39&522),1* 63/$6+%/2&. 522)$&&(66+$7&+3(5'2256&+('8/( 522)'5$,16803:,7+522)$1'522)29(5)/2:'5$,1:,7+6(3$5$7(3,3,1*6<67(0,167$//3(5522),1*0$18)$&785(5:$55$17<5(48,5(0(176$1',167$//$7,215(&200(1'$7,216 127,16&23(/2&$7,21'(',&$7(')25)8785(522)7230(&+$1,&$/81,70(&+81,76,=,1*&$/&8/$7,216$1'&216758&7,2172%(3$572))8785(7(1$17,03529(0(17681'(5$6(3$5$7(3(50,76((0(&+$1,&$/'5$:,1*6)25025(,1)250$7,21*(1(5$/522)3/$1127(61. REFER TOSPECIFICATIONS FOR ADDITIONAL INFORMATION ON ROOFING AND INSTALLATION.2. REFER TO ELECTRIAL, MECHANICAL, PLUMBING AND MECHANICAL DRAWINGS AND SPECIFICATION.3. REFER TO PLUMBING DRAWINGS FOR ROOFDRAIN / LEADER SIZES.4. SOME RIDGE AND VALLEY OF ROOF SLOPES OCCUR BY THE USE OF TAPERED INSULATION.5. ELEVATION HEIGHTS ARE BASED ON ELEVATIONS ABOVE BUILDING'S DATUM.6. ROOFING SYSTEM U.L. CLASSIFICATIONS:A. SINGLE-PLY W// RIGID INSULATION: CLASS AB. ASPHALT SHINGLE: CLASS A7. ROOF INSULATION REQUIREMENTS: R-XX 8. FLASHING NOTES:IN ADDITION TO THE SPECIFIED SHEET METAL FLASHING DETAILS, THE GENERAL CONTRACTOR SHALL ENSURE THAT ALL SPECIFIED AND POTENTIAL FLASHING APPLICATIONS ARE INSTALLED AND DETAILS EXECUTED PER SMACNA STANDARDS. THE GENERAL CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY AREAS NOT COVERED IN THE DRAWINGS THAT MAY REQUIRE WEATHER PROTECTION VIA SHEET METAL FLASHING. FLASHING SHALL A MINIMUM FIVE (5) YEAR WARRANTY.9. ALL BUILDING ROOFS SHALL HAVE A MINIMUM TEN (10) YEAR MANUFACTURERS WARRANTY FOR THE ENTIRE ASSEMBLY EXCEPT THAT THE SINGLE-PLY ROOFING SHALL HAVE A MINIMUM TWENTY (20) YEAR FULL SYSTEM WARRANTY.10. ALL ROOF AREAS SHALL SLOPE TO DRAIN AT A MINIMUM 1/4" PER FOOT SLOPE.11. RIGID INSULATION SHALL HAVE 1/2" PROTECTION BOARD12. REFER TO SHEETS A7.XX ROOF DETAILS13. ALL ROOFTOP UNITS TO BE PAINTED TO MATCH THE ROOFING MATERIAL COLOR.14. PROVIDE TAPERED RIGID INSULATION CRICKETS AT HVAC UNITS TO CREATE POSITIVE DRAINAGE. SLOPE MIN. 1/2" / FT. AND WIDTH SHOULD MATCH HVAC UNIT..(<3/$16FDOH 1PARTIAL ROOF PLANU$ 15732522) 0,10,/0(&+$1,&$//<)$67(1('6,1*/(3/<0(0%5$1(522),1*29(50,13527(&7,21%2$5'3(5522),1*0$18)5(&200(1'$7,216210,155,*,',168/$7,21,167$//('29(53/<:22''(&.,1*3(56758&785$/Z$ 15,17(5,25:$// 0(7$/678')5$0,1*:,7+&217,18286)8//+(,*+77<3(;*<3680:$//%2$5'($&+6,'(Z$ 15,17(5,25:$// 0(7$/678')5$0,1*:,7+&217,18286)8//+(,*+77<3(;*<3680:$//%2$5'2121(6,'(Z$ 15,17(5,25:$// 0(7$/678')5$0,1*Z% 15(;7(5,25:$// 0(7$/678')5$0,1*:,7+&2175%$77,168/$7,21$7,17(5,253529,'(),1,6+(63(5,17(5,25),1,6+6&+('8/($7(;7(5,253529,'((;7(5,25&(0(173/$67(56<67(0:,7+(0%(''('(;3$1'('0(7$//$7+29(5 /$<(56%8,/',1*3$3(529(5&217(;7(5,25*5$'(7<3(;*/$660$7*<36806+($7+,1*6(((;7(5,25(/(9$7,216)25),1,6+(6Z& 15(;7(5,25:$// 0(7$/678')5$0,1*$7,17(5,253529,'((;7(5,25*5$'(3/<:22'6+($7+,1*$7(;7(5,253529,'(6,1*/(3/<522),1* &/$66$ 29(5&217(;7(5,25*5$'(7<3(;*/$660$7*<36806+($7+,1*6(((;7(5,25(/(9$7,216)25),1,6+(6Z' 15(;7(5,25:$// 0(7$/678')5$0,1*$7,17(5,25),1,6+(63529,'('%<)8785(7(1$17$7(;7(5,253529,'(7<3( ; */$660$7*<36806+($7+,1*Z/ 15,17(5,25:$// )8//+(,*+70(7$/678')5$0,1*:,7+&217,18286)8//+(,*+77<3(;*<3680:$//%2$5'21(6,'()5$0,1*6+$//&5($7($7+(50$/%5($.:,7+0,1,080$,5*$3%(7:((1(;7(5,25)5$0(':$//3529,'(&217,182865%$77,168/$7,21)520)/2257281'(56,'(2)522)'(&.PA2019-266Attachment No. PC 4 - Project Plans238 $%&'()**GROUND0' - 0"GROUND0' - 0"g1g2g3g3.4g5g5.5g5.961093961161052416G-A3.821G-A3.81G-A3.51G-A3.5820g2.1g2.5g3.7g4g4.5g6g3.8Roof16' - 6"PT-01PT-02PT-01939511939511939511511939511100014' - 0"3' - 0"10008' - 0"3' - 0"--MT-02928933928518MT-02MT-01820MT-01820MT-01MT-0152318' - 0"24' - 0"GROUND0' - 0"GROUND0' - 0"9G-A3.59G-A3.5gAgB.1gCgDgD.924' - 0"6106119398206105168205246G-A3.611G-A3.616G-A3.6gB.7gC.4gD.4gBgERoof16' - 6"PT-01PT-02PT-015115119395119398' - 0"3' - 0"10001' - 6"8' - 0"3' - 0"100014' - 0"3' - 0"1000---EQ.EQ.928933928820MT-01MT-01MT-01MT-02MT-01520MT-01MT-02518MT-01MT-0151251218' - 0"67$7(2)&$/,)51,$25(1(:$/'$7(256/,&(1('$5&+,7(&7++8*6(0&ARCHITECTSORANGE«0QTVJ«1TCPIG«5VTGGV«««1TCPIG«%CNKHQTPKC«««««§Plan Check Number:Project Number:2019 Architects OrangeThese plans are copyright protected. Under such protec tion unauthorized use is not permit ted . These p lans shal l not be reproduced or used w ithout wr itten permission by Architects Orange.FSEALCONSULTANTDrawing File Name:Sheet Plotted:Last Saved:by:6+((7C:\Users\DavidH\Documents\9044-IC -WESTCLIFF-BLDG-G_Central_David H.rvt3/24/2020 1:28:39 PM3/24/2020 1:28:39 PMBUILDING G - EXTERIORELEVATIONS2019-044110 InnovationIrvine, CA 92617Phone (949) 720-2111Irvine Company:(67&/,))3/$=$%8,/',1**6,7( 75$6+(1&/2685(100-102 IRVINE AVENUENEWPORT BEACH, CAAuthorG-A3.02019-04-2250% DESIGN DEVELOPMENT2019-06-14100% DESIGN DEVELPMENT2020-03-122020-03-19FIRST CITY SUBMITTALBID SET.(<127(/(*(1' (;758'('$/80,1805(9($/ '(&25$7,9($/80,180&2/801&29(56(((;7(5,25(/(9$7,216 67((/&&+$11(/$:1,1* 522),1*6,1*/(3/<522),1*29(57$3(5('5,*,',168/$7,2129(53/<:22'6+($7+,1*6/23(72&217,18286*877(562)),7$/80,1806,',1*)$67(1('720(7$/678',1),//)5$0,1*5()(5726758&785$/)25025(,1)2 3$,17('0(7$//289(5('$:1,1* 67((/&&+$11(/$:1,1* 522),1*6,1*/(3/<522),1*29(57$3(5('5,*,',168/$7,2129(50(7$/'(&.,1*6/23(72&217,18286*877(562)),79(57,&$/$/80,180;6(&7,2165()(5726758&785$/)25025(,1)2 0(7$/678')5$0('$:1,1*:,7+&&+$11(/)$6&,$ 522),1*6,1*/(3/<0(0%5$1(29(56/23('3/<:22'6+($7+,1*&(,/,1*0(7$/3$1(/$77$&+('72(;7(5,253/<:22'6+($7+,1* 3$,17('0(7$/9(57,&$//289(5('6&5((1 +,*+)53&251,&(75,0 +,*+)53&251,&(75,0 $/80,1806725()52176<67(0 &2$7(;7(5,25&(0(173/$67(562)),7:,7+(0%(''('6(/))855,1*(;3$1'('0(7$//$7+29(5$&217,18286 /$<(56%8,/',1*3$3(5 (;7(5,25&(0(173/$67(56<67(0:,7+(0%(''('(;3$1'('0(7$//$7+29(5 /$<(56%8,/',1*3$3(5 +,*+*/$66),%(55(,1)25&('&21&5(7(%$6($/,*1)$&(2)%$6(:,7+),1,6+$%29( 127,16&23((;7(5,257(1$176,*13(56,*1352*5$0$1'7(1$17,03529(0(17'5$:,1*681'(56(3$5$7(3(50,7&2175$&725723529,'((;7(5,25*5$'(3/<:22',1/,(82)'(16*/$66$1'-%2;678%%('727(1$1763$&(&225',1$7(:,7+6,*1&2175$&725$1',167$//$&&(663$1(/6$65(48,5('*(1(5$/(;7(5,25(/(9$7,21127(61. CONTRACTOR SHALL VERIFY ALL EXTERIOR MATERIAL, COLORS AND FINISHES WITH THE ARCHITECT. ANY DISCREPANCIES NOTED SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR CLARIFICATION PRIOR TO CONSTRUCTION. 2. PAINT NOTES: CONTRACTOR SHALL PAINT A TEST PATCH ON THE BUILDING INCLUDING ALL COLORS & FINISHES. THE REMAINDER OF THE BUILDING MAY NOT BE PAINTED UNTIL INSPECTED AND APPROVED BY THE ARCHITECT AND OWNER.3. PAINT: ALL EXTERIOR EXPOSED METAL FLASHING, ELECTRICAL EQUIPMENT, MECHANICAL EQUIPMENT, CONDUITS, PLUMBING LINES, ETC... SHALL BE PAINTED WITH MIN. (2) COATS OF PAINT TO MATCH THE ADJACENT SURFACES, TYP.4. PAINT: CONTRACTOR SHALL PAINT EXTERIOR HOLLOW METAL DOORS AND FRAME TO MATCH ADJ. SURFACES UNLESS NOTED OTHERWISE.5. FLASHING : IN ADDITION TO THE SPECIFIED SHEET METAL FLASHING DETAILS, THE GENERAL CONTRACTOR SHALL ENSURE THAT ALL SPECIFIED AND POTENTIAL FLASHING APPLICATIONS ARE INSTALLED AND DETAILS EXECUTED PER SMACNA STANDARDS. THE GENERAL CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY AREAS NOT COVERED IN THE DRAWINGS THAT MAY REQUIRED WEATHER PROTECTION VIA SHEET METAL FLASHING. FLASHING SHALL HAVE A MINIMUM FIVE (5) YEAR WARRANTY.6. ADDRESS SIGNAGE: CONTRACTOR SHALL PROVIDE AND INSTALL THE ADDRESS AND / OR SUITE UNIT NUMBERS PER CITY AND FIRE DEPT. REQUIREMENTS. VERIFY SIZE, COLOR AND LOCATIONS, PRIOR TO PROCEEDING. PROVIDE CONTINUOUS BLOCKING IN WALL FOR SIGNAGE ATTACHMENTS. COORDINATE WITH SIGN CONTRACTOR.7. STUCCO NOTES: CONTRACTOR TO PROVIDE STUCCO EXPANSION SCREED AT ALL EXTERIOR LOCATIONS. CONSTRUCTION/EXPANSION JOINTS SHALL HAVE NO LENGTH GREATER THAN 18 FT. IN EITHER DIRECTION. NO PANEL SHOULD EXCEED 144 SQ. FT. FOR VERTICAL APPLICATIONS. NO PANEL SHOULD EXCEED 100 SQ. FT. FOR HORIZONTAL, CURVED, OR ANGULAR SECTIONS. NO LENGTH-TO-WIDTH RATIO SHOULD EXCEED 2 TO 1 IN ANY GIVEN PANEL. CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR ARCHITECT'S APPROVAL. 6<0%2/6/(*(1'72; ;;'$7805()(5(1&((/(9$7,215()(5(1&(.(<127(5()(5(1&(0$7(5,$/&2/25 ),1,6+5()(5(1&(.(<127(5()(5(1&(72; ;;;; '$7805()(5(1&(%2[[ %277202)BBBBBBB72[[ 7232)BBBBBBBBBBB%20 %277202)08//,21720 7232)08//,21723 7232)3$5$3(7'$7805()(5(1&((/(9$7,215()(5(1&(0$7(5,$//(*(1';;;)& %5,'*(567((/ *$[:,'()/86+3$1(/62)),7:,7+)/86+5(9($/63$,17('720$7&+0707 33* 3$,17&2/258&'851$568167250&233(507 7%' 832102&.83 3$1721(&'811(':$5'6'(%/$&.322/25.(//<0225(.0$*5((19$//(<37 '811(':$5'6 (;7(5,253$,1762)7,925<9337 7%' 832102&.83(;7(5,253$,17 6+(5:,1:,//,$066:3$9,//,21%(,*(93 25%(1-$0,10225(2& 68*$5&22.,(663 6,.$6$51$),/ 522),1*39&6,1*/(3/<7$1.(<3/$16FDOH 2OVERALL EXTERIOR ELEVATION - EAST6FDOH 4OVERALL EXTERIOR ELEVATION - NORTHPA2019-266Attachment No. PC 4 - Project Plans239 $%&'()**GROUND0' - 0"GROUND0' - 0"gAgB.1gCgDgD.924' - 0"6105249398206116106G-A3.811G-A3.8gB.7gC.4gD.4gBgERoof16' - 6"PT-01PT-02PT-0151852051193951193951193951110008' - 0"3' - 0"-MT-02MT-01MT-02928933928MT-01820MT-01820MT-01GROUND0' - 0"GROUND0' - 0"g1g2g3g3.4g5g5.5g5.918' - 0"5189395206116105185166G-A3.711G-A3.716G-A3.7g2.1g2.5g3.7g4g4.5g6g3.8Roof16' - 6"PT-01PT-02PT-0152493951193951193951151182010008' - 0"3' - 0"6101' - 6"3' - 0"10001' - 6"3' - 0"10008' - 0"3' - 0"1000----MT-02MT-02MT-01MT-01MT-02MT-01928933928820MT-01820820MT-01MT-01MT-01512MT-0151267$7(2)&$/,)51,$25(1(:$/'$7(256/,&(1('$5&+,7(&7++8*6(0&ARCHITECTSORANGE«0QTVJ«1TCPIG«5VTGGV«««1TCPIG«%CNKHQTPKC«««««§Plan Check Number:Project Number:2019 Architects OrangeThese plans are copyright protected. Under such protec tion unauthorized use is not permit ted . These p lans shal l not be reproduced or used w ithout wr itten permission by Architects Orange.FSEALCONSULTANTDrawing File Name:Sheet Plotted:Last Saved:by:6+((7C:\Users\DavidH\Documents\9044-IC -WESTCLIFF-BLDG-G_Central_David H.rvt3/24/2020 1:29:13 PM3/24/2020 1:29:13 PMBUILDING G - EXTERIORELEVATIONS2019-044110 InnovationIrvine, CA 92617Phone (949) 720-2111Irvine Company:(67&/,))3/$=$%8,/',1**6,7( 75$6+(1&/2685(100-102 IRVINE AVENUENEWPORT BEACH, CAAuthorG-A3.12019-04-2250% DESIGN DEVELOPMENT2019-06-14100% DESIGN DEVELPMENT2020-03-122020-03-19FIRST CITY SUBMITTALBID SET (;758'('$/80,1805(9($/ '(&25$7,9($/80,180&2/801&29(56(((;7(5,25(/(9$7,216 67((/&&+$11(/$:1,1* 522),1*6,1*/(3/<522),1*29(57$3(5('5,*,',168/$7,2129(53/<:22'6+($7+,1*6/23(72&217,18286*877(562)),7$/80,1806,',1*)$67(1('720(7$/678',1),//)5$0,1*5()(5726758&785$/)25025(,1)2 3$,17('0(7$//289(5('$:1,1* 67((/&&+$11(/$:1,1* 522),1*6,1*/(3/<522),1*29(57$3(5('5,*,',168/$7,2129(50(7$/'(&.,1*6/23(72&217,18286*877(562)),79(57,&$/$/80,180;6(&7,2165()(5726758&785$/)25025(,1)2 3$,17('0(7$/9(57,&$//289(5('6&5((1 +,*+)53&251,&(75,0 +,*+)53&251,&(75,0 $/80,1806725()52176<67(0 &2$7(;7(5,25&(0(173/$67(562)),7:,7+(0%(''('6(/))855,1*(;3$1'('0(7$//$7+29(5$&217,18286 /$<(56%8,/',1*3$3(5 (;7(5,25&(0(173/$67(56<67(0:,7+(0%(''('(;3$1'('0(7$//$7+29(5 /$<(56%8,/',1*3$3(5 +,*+*/$66),%(55(,1)25&('&21&5(7(%$6($/,*1)$&(2)%$6(:,7+),1,6+$%29( 127,16&23((;7(5,257(1$176,*13(56,*1352*5$0$1'7(1$17,03529(0(17'5$:,1*681'(56(3$5$7(3(50,7&2175$&725723529,'((;7(5,25*5$'(3/<:22',1/,(82)'(16*/$66$1'-%2;678%%('727(1$1763$&(&225',1$7(:,7+6,*1&2175$&725$1',167$//$&&(663$1(/6$65(48,5('6<0%2/6/(*(1'72; ;;'$7805()(5(1&((/(9$7,215()(5(1&(.(<127(5()(5(1&(0$7(5,$/&2/25 ),1,6+5()(5(1&(.(<127(5()(5(1&(72; ;;;; '$7805()(5(1&(%2[[ %277202)BBBBBBB72[[ 7232)BBBBBBBBBBB%20 %277202)08//,21720 7232)08//,21723 7232)3$5$3(7'$7805()(5(1&((/(9$7,215()(5(1&()& %5,'*(567((/ *$[:,'()/86+3$1(/62)),7:,7+)/86+5(9($/63$,17('720$7&+0707 33* 3$,17&2/258&'851$568167250&233(507 7%' 832102&.83 3$1721(&'811(':$5'6'(%/$&.322/25.(//<0225(.0$*5((19$//(<37 '811(':$5'6 (;7(5,253$,1762)7,925<9337 7%' 832102&.83(;7(5,253$,17 6+(5:,1:,//,$066:3$9,//,21%(,*(93 25%(1-$0,10225(2& 68*$5&22.,(663 6,.$6$51$),/ 522),1*39&6,1*/(3/<7$1.(<3/$16FDOH 4OVERALL EXTERIOR ELEVATION - SOUTH6FDOH 2OVERALL EXTERIOR ELEVATION - WEST.(<127(/(*(1' (;758'('$/80,1805(9($/ '(&25$7,9($/80,180&2/801&29(56(((;7(5,25(/(9$7,216 67((/&&+$11(/$:1,1* 522),1*6,1*/(3/<522),1*29(57$3(5('5,*,',168/$7,2129(53/<:22'6+($7+,1*6/23(72&217,18286*877(562)),7$/80,1806,',1*)$67(1('720(7$/678',1),//)5$0,1*5()(5726758&785$/)25025(,1)2 3$,17('0(7$//289(5('$:1,1* 67((/&&+$11(/$:1,1* 522),1*6,1*/(3/<522),1*29(57$3(5('5,*,',168/$7,2129(50(7$/'(&.,1*6/23(72&217,18286*877(562)),79(57,&$/$/80,180;6(&7,2165()(5726758&785$/)25025(,1)2 3$,17('0(7$/9(57,&$//289(5('6&5((1 +,*+)53&251,&(75,0 +,*+)53&251,&(75,0 $/80,1806725()52176<67(0 &2$7(;7(5,25&(0(173/$67(562)),7:,7+(0%(''('6(/))855,1*(;3$1'('0(7$//$7+29(5$&217,18286 /$<(56%8,/',1*3$3(5 (;7(5,25&(0(173/$67(56<67(0:,7+(0%(''('(;3$1'('0(7$//$7+29(5 /$<(56%8,/',1*3$3(5 +,*+*/$66),%(55(,1)25&('&21&5(7(%$6($/,*1)$&(2)%$6(:,7+),1,6+$%29( 127,16&23((;7(5,257(1$176,*13(56,*1352*5$0$1'7(1$17,03529(0(17'5$:,1*681'(56(3$5$7(3(50,7&2175$&725723529,'((;7(5,25*5$'(3/<:22',1/,(82)'(16*/$66$1'-%2;678%%('727(1$1763$&(&225',1$7(:,7+6,*1&2175$&725$1',167$//$&&(663$1(/6$65(48,5('*(1(5$/(;7(5,25(/(9$7,21127(61. CONTRACTOR SHALL VERIFY ALL EXTERIOR MATERIAL, COLORS AND FINISHES WITH THE ARCHITECT. ANY DISCREPANCIES NOTED SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR CLARIFICATION PRIOR TO CONSTRUCTION. 2. PAINT NOTES: CONTRACTOR SHALL PAINT A TEST PATCH ON THE BUILDING INCLUDING ALL COLORS & FINISHES. THE REMAINDER OF THE BUILDING MAY NOT BE PAINTED UNTIL INSPECTED AND APPROVED BY THE ARCHITECT AND OWNER.3. PAINT: ALL EXTERIOR EXPOSED METAL FLASHING, ELECTRICAL EQUIPMENT, MECHANICAL EQUIPMENT, CONDUITS, PLUMBING LINES, ETC... SHALL BE PAINTED WITH MIN. (2) COATS OF PAINT TO MATCH THE ADJACENT SURFACES, TYP.4. PAINT: CONTRACTOR SHALL PAINT EXTERIOR HOLLOW METAL DOORS AND FRAME TO MATCH ADJ. SURFACES UNLESS NOTED OTHERWISE.5. FLASHING : IN ADDITION TO THE SPECIFIED SHEET METAL FLASHING DETAILS, THE GENERAL CONTRACTOR SHALL ENSURE THAT ALL SPECIFIED AND POTENTIAL FLASHING APPLICATIONS ARE INSTALLED AND DETAILS EXECUTED PER SMACNA STANDARDS. THE GENERAL CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY AREAS NOT COVERED IN THE DRAWINGS THAT MAY REQUIRED WEATHER PROTECTION VIA SHEET METAL FLASHING. FLASHING SHALL HAVE A MINIMUM FIVE (5) YEAR WARRANTY.6. ADDRESS SIGNAGE: CONTRACTOR SHALL PROVIDE AND INSTALL THE ADDRESS AND / OR SUITE UNIT NUMBERS PER CITY AND FIRE DEPT. REQUIREMENTS. VERIFY SIZE, COLOR AND LOCATIONS, PRIOR TO PROCEEDING. PROVIDE CONTINUOUS BLOCKING IN WALL FOR SIGNAGE ATTACHMENTS. COORDINATE WITH SIGN CONTRACTOR.7. STUCCO NOTES: CONTRACTOR TO PROVIDE STUCCO EXPANSION SCREED AT ALL EXTERIOR LOCATIONS. CONSTRUCTION/EXPANSION JOINTS SHALL HAVE NO LENGTH GREATER THAN 18 FT. IN EITHER DIRECTION. NO PANEL SHOULD EXCEED 144 SQ. FT. FOR VERTICAL APPLICATIONS. NO PANEL SHOULD EXCEED 100 SQ. FT. FOR HORIZONTAL, CURVED, OR ANGULAR SECTIONS. NO LENGTH-TO-WIDTH RATIO SHOULD EXCEED 2 TO 1 IN ANY GIVEN PANEL. CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR ARCHITECT'S APPROVAL. 6<0%2/6/(*(1'72; ;;'$7805()(5(1&((/(9$7,215()(5(1&(.(<127(5()(5(1&(0$7(5,$/&2/25 ),1,6+5()(5(1&(.(<127(5()(5(1&(72; ;;;; '$7805()(5(1&(%2[[ %277202)BBBBBBB72[[ 7232)BBBBBBBBBBB%20 %277202)08//,21720 7232)08//,21723 7232)3$5$3(7'$7805()(5(1&((/(9$7,215()(5(1&(0$7(5,$//(*(1';;;.(<3/$1PA2019-266Attachment No. PC 4 - Project Plans240 Plan Check Number:Project Number:2019 Architects OrangeThese plans are copyright protected. Under such protec tion unauthorized use is not permit ted . These p lans shal l not be reproduced or used w ithout wr itten permission by Architects Orange.FSEALCONSULTANTDrawing File Name:Sheet Plotted:Last Saved: by:6+((7C:\Users\bsultan\Documents\Westcliff Plaza Newport Beach Bldg-G-R18_bsultan@fwcse.com.rvt 3/19/2020 12:41:36 PM3/19/2020 12:41:36 PM3D VIEWA19-097NEWPORT BEACH, CA110 InnovationIrvine, CA 92617Phone (949) 720-2111Irvine Company:(67&/,))3/$=$AuthorG-S2.02019-04-22 50% DESIGN DEVELOPMENT2019-06-14 100% DESIGN DEVELOPMENT2020-01-312020-03-12100% DESIGN DEVELOPMENTFIRST CITY SUBMITTAL6&$/('9,(:PA2019-266Attachment No. PC 4 - Project Plans241 From:dave@earsi.com To:Planning Commissioners; Weigand, Erik Cc:Lee, David Subject:RE: WestCliff Plaza Parking Waiver (PA2019-266) Date:Wednesday, January 20, 2021 2:27:27 PM [EXTERNAL EMAIL] DO NOT CLICK links or attachments unless you recognize the sender and know the content is safe. Chairman Weigand, I offer the following comments on the project. I support the idea of increasing the opportunity for outdoor dining. However, at some point it will rain! WestCliff is a really nice plaza. My complements to the owner. My experience is the Plaza can be very busy at times. The entry points and interior travel lanes can appear narrow especially if you are driving a big car. When it’s crowded, you have to be paying attention when driving in that Center. I don’t know the accident record for this Center. The Commission may want to inquire. Electric bikes are becoming more popular. Pedestrian and bicycle safety should be addressed. There are a lot of pedestrian/kids using the adjacent streets and Center. Extra safety precautions are required to insure their safety. I oppose any effort to reduce on-site parking. Any parking reduction should be made up/mitigated in some form. The Applicant is proposing a “Parking Management Plan”. The Applicant’s plan is to offer Valette parking which means a certain portion of the parking lot will be reserved for Valette parking only, increasing the number of cars parked/acre in the Valette lot. This reduces the number of parking spaces available for the rest of the tenants in the center. This plan will allow you to park more cars/acre but it will change the character of the center. As the City’s population increased and the word of this new terrific restaurant gets out, I believe Valette parking will be the new norm, not the exception. When the Valette is in operation, that means the rest of the parking lot will be at or very near capacity. Cars looking to park will be racing for any open space. This increases safety hazards. The problem arises when all the tenants are open and busy at the same time and the school kids are there. I oppose the Valette parking mitigation proposal. An alternative allowing the project to proceed would be to alternate the hours of use among the tenants. If this can be accomplished, no parking wavier is required. The center operates more efficiently. Therefore, I oppose the parking waiver. Planning Commission - January 21, 2021 Item No. 4a Additional Materials Received Westcliff Plaza Parking Waiver (PA2019-266) When making CUP Finding #1 “The use is consistent with the General Plan and any applicable specific plan”, please explain project compliance with the requirement of the General Plan Vision Statement which requires a reduction in traffic city-wide (see footnote #1 below), while allowing additional growth through its Land Use Element. The Project complies with City General Plan Land Use Element designation for the property, but as acknowledged by the project analysis is increasing Average Daily Trips by 300. The Project is not reducing Average Daily Trips. To be consistent with Finding #1, shouldn’t the project be required to have some component which makes it comply with the General Plan Vision Statement, such as employees walking or carpooling to work, reliance on mass transit, use of alternative forms of transportation? Each word in the General Plan has equal weight. Footnote 1: “After receiving community input, GPAC developed a “Vision Statement”—a description of the City that residents want Newport Beach to be now and in 2025—to serve as a blueprint for this General Plan Update. GPAC, with the assistance of planning professionals and using the Vision Statement as a guide, then developed this General Plan to ensure that the City achieves the vision by, among many other things, doing the following: ■ Reducing traffic citywide by 28,920 trips each day over the life of the plan” Thank you, David J. Tanner 223 62nd Street Newport Beach, CA 92663 949 646-8958 home 949 233-0895 cell Notice of Confidentiality: This e-mail and any attachments thereto, is intended only for use by the address(s) named herein and may contain legally privileged and/or confidential information. If you are not the intended recipient of this e-mail, you are hereby notified that any dissemination, distribution or copying of this email, and any attachments thereto, is strictly prohibited. If you have received this e-mail in error, please notify me by e-mail by replying to this message and permanently delete the original and any copy of any email and any printout thereof. Planning Commission - January 21, 2021 Item No. 4a Additional Materials Received Westcliff Plaza Parking Waiver (PA2019-266) Westcliff Plaza Parking Waiver PA2019‐266 1/21/21 Good day Mr. Chairman and Members of the Planning Commission. My name is Charles Klobe. I am a resident of Newport Heights and the President of the Newport Heights Association, our HOA. This project has only been available for the public to consider since Friday so there has been little time to let residents know about it. You will probably receive few comments because no one is aware of the planned changes. That does not mean there is no public interest. Neighbors were focused on the now delayed 2510 West Coast Hiway project. The entire neighborhood shops at the stores in this center and we think the Irvine Company does an excellent job at keeping the property looking good and safe. I oppose the issuance of the CUP and granting the parking waiver under the existing proposal. The technical reason is that I do not think you can make the finding that the use is consistent with the General Plan Vision Statement. The practical reasons are: 1. Removing two entrances and exits while intensifying the use will make the center less desirable and more hazardous to shoppers. 2. Changing the parking configuration from angled spaces to straight spaces will make the center less desirable and more hazardous to shoppers. 3. Shrinking the size of the parking spaces to cram more spaces into less ground space will make the center less desirable and more hazardous to shoppers. 4. Adding valet parking as the mitigation measure will make the center less desirable to shoppers. 5. Locating the restaurant pad close to the existing shops will make the center less desirable and more hazardous to shoppers. I do not oppose the Irvine Company adding more restaurant options but please provide the proper mitigation to continue to make this a desirable destination for the local folks who patronize the center. The Irvine Company has the resources to do this correctly. Thank you for your service. Charles Klobe Planning Commission - January 21, 2021 Item No. 4b Additional Materials Received After Deadline Westcliff Plaza Parking Waiver (PA2019-266)